WORKS  OF  PROF.  J.  B.  JOHNSON 

PUBLISHED  BY 

JOHN  WILEY  &  SONS: 

Theory  and   Practice  in  the   Designing  of  Modern 
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A  standard  work  on  this  subject  for  both  school  and 
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The  Theory  and  Practice  of  Surveying. 

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ally, but  especially  for  the  use  of  Students  in  Engineer- 
ing. 8vo,  cloth,  $4.00. 

Stadia  and  Earth-work  Tables. 

Including  Four-place  Logarithms,  Logarithmic  Traverse 
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cloth,  $1.25. 

The  Materials  of  Constrnction. 

Large  8vo,  800  pages,  659  illustrations,  11  plates,  complete 
index,  $6.00.  A  treatise  for  Engineers  on  the  Strength  of 
Engineering  Materials. 


*-*x^  *       *  £*r"^  i 


/ 


ENGINEERING  CONTRACTS  AND 
SPECIFICATIONS 


INCLUDING 


A  BRIEF  SYNOPSIS  OF  THE  LAW  OF  CONTRACTS  AND 

-ILLUSTRATIVE  EXAMPLES  OF  THE  GENERAL  AND 

TECHNICAL  CLAUSES  OF  VARIOUS  KINDS 

OF  ENGINEERING  SPECIFICATIONS 


DESIGNED  FOR  THE  USE  OF  STUDENTS,  ENGINEERS  AND  CONTRACTORS 


BY 

J.  B.  JOHNSON,  0.  E. 
ij 

LATE  DEAN  OF  THE  COLLEGE  OF  MECHANICS  AND  ENGINEERING 
UNIVERSITY  OF  WISCONSIN 


Sixth  Thousand 
3d  EDITION— REVISED 


McGRAW-HILL  BOOK  COMPA1STY,  Ixc. 

239  WEST  39TH  STREET,  NEW  YORK 

6   BOUVEBIE  STREET,    LONDON,   E.    C. 

1904 


itered  according  to  act  of  Congress,  in  the  year  eighteen  hundred  and  ninety-five,  bj 

J.  B.  JOHNSON,  a  K, 
In  the  office  of  the  Librarian  of  Congress,  at  Washington,  D.  C. 


STATE  JOURNAL  PRINTING  COMPANY, 
PRINTERS  AND  STERBOTYPKRS, 

MADISON,  W1S. 


F, 


PREFACE. 

The  leading  American  Engineering  Schools  have  long  needed 
a  text-book  on  the  subject  of  the  Law  of  Contracts  and  Engi- 
neering Specifications.  In  the  absence  of  any  such  text,  this 
department  of  engineering  practice  has  received  scant  and 
meagre  treatment  at  the  hands  of  these  schools.  This  work  has 
been  written  primarily  to  serve  this  purpose.  After  it  was  com- 
pleted, however,  it  seemed  to  the  author  it  might  prove  of  value 
to  the  profession  at  large  and  also  to  contractors,  especially 
those  portions  of  it  treating  of  the  Law  of  Contracts  and  of  the 
General  Clauses  in  Specifications. 

While  the  author  makes  no  pretension  to  a  knowledge  of  law, 
he  has  read  the  standard  authors  on  this  subject,  and  has  for 
some  years  lectured  on  contracts  and  specifications  to  his  engi- 
neering students-.  He  has  tried  to  follow  strictly  the  recog- 
nized authorities  in  vail  he  has  said  in  this  work,  and  while  he 
thinks  his  synopsis  may  serve  as  a  good  general  guide  to  the 
fundamental  principles  of  the  subject,  he  recommends  that  the 
reader  refer  all  important  particular  cases  to  his  attorney,  or 
else  consult  the  standard  works  themselves.  If  a  single  volume 
is  desired  containing  a  general  review  of  the  Law  of  Contracts, 
the  layman  can  not  do  better  than  obtain  that  of  John  D.  Law- 
son,  of  the  Law  Department  of  the  Missouri  State  University. 
Another  similar,  and  perhaps  better  work  for  the  young  law- 
yer, is  that  of  J.  P.  Bishop ;  while  Parson's  three-volume  work 
is  the  recognized  standard  authority  for  the  lawyer. 

3G744J 


vi  PREFACE. 

Since  this  work  is  designed  only  for  laymen,  however,  the 
author  may  well  quote  the  maxim  that  "the  man  who  is  his  own 
lawyer  has  a  fool  for  a  client."  The  brief  synopsis  of  the  law 
herein  given,  therefore,  is  not  intended  to  remove  the  necessity 
of  consulting  a  lawyer  on  all  important  matters,  but  only  to 
enable  one  to  steer  clear  of  some  of  the  legal  pitfalls  which  lie 
in  the  way  of  every  business  man  and  especially  of  engineers. 

Since  custom  has  laid  on  engineers  and  architects  the  duty 
of  writing  specifications  and  contracts,  it  is  well  for  them  to 
know  something  of  the  legal  ground  they  are  forced  to  traverse. 
The  first  part  of  this  work  is  intended,  therefore,  to  serve  as  a 
cautionary  warning  against  legal  entanglements,  rather  than 
as  a  counselor  or  guide  through  such  difficulties.  The  synopsis 
of  the  Law  of  Contracts  as  here  given  has  been  revised  by  a 
very  competent  legal  authority,  and  the  author  is  indebted  to 
him  for  many  valuable  suggestions  and  corrections.  It  prob- 
ably will  not  mislead  one  into  trouble,  though  it  may  not  always 
point  the  way  out. 

The  author  also  wishes  to  acknowledge  his  indebtedness  to 
the  many  prominent  engineers  who  have  kindly  sent  him  copies 
of  their  latest  specifications  for  use  in  this  work,  and  he  has 
acknowledged  this  debt  in  the  body  of  the  book  by  append- 
ing to  each  quotation  the  initials  of  the  person  quoted.  A 
key  to  these  initials  is  given  on  page  IX. 

The  illustrative  examples  of  engineering  specifications  given 
in  Part  III  are  selected  so  as  to  cover  a  wide  field  with  as  little 
repetition  as  possible.  They  are  not  given  to  be  blindly  copied, 
but  rather  as  illustrating  a  good  method  of  treating  the  subject, 
and  to  serve  as  patterns  as  to  manner  as  well  as  to  matter.  As 
the  best  engineers  seldom  copy  their  own  specifications  or  use 
them  unchanged  a  second  time,  much  less  can  one  safely  copy 


PREFACE.  yii 

unchanged  the  specifications  of  another.  In  fact  the  writing  of 
engineering  specifications  is  wisely  left  for  engineers  of  large 
engineering  specifications  is  wisely  left  for  engineers  of 
large  experience,  but  as  the  younger  men  have  to  enforce 
them  and  serve  as  inspectors  under  them,  they  should  in  all 
cases  understand  fully  why  they  have  been  drawn  in  a  par- 
ticular way. 

That  this  somewhat  crude  effort  may  serve  to  help  engineers 
and  architects  to  a  more  efficient  and  satisfactory  performance 
of  their  professional  duties,  is  the  hope  and  aim  of 

THE  AUTHOR. 

NOTE  FOR  THE  SECOND  EDITION. 

There  is  added  in  this  edition  a  very  complete  set  of  specifica- 
tions for  the  machinery,  track,  and  overhead  construction  of 
electric  railways,  for  both  cities  and  country  towns,  these  hav- 
ing been  drawn  by  two  of  the  leading  engineers  of  the  country 
in  this  class  of  work.  It  is  thought  these  will  add  greatly  to 
the  value  of  the  book. 

Just  previous  to  the  issuing  of  the  second  edition  of  this 
work  there  has  appeared  Prof.  Wait's  remarkable  work  on 
Engineering  and  Architectural  Jurisprudence.  This  is  an 
exhaustive  treatise  of  900  pages,  in  which  more  than  five  thou- 
sand cases  are  cited,  and  the  law  of  construction  fully  elabo- 
rated in  all  its  phases.  Every  engineer  charged  with  the  draw- 
ing of  important  specifications,  every  contractor  bidding  on 
large  works,  and  every  lawyer  whose  practice  takes  him  into 
this  field  should  have  in  his  library  a  copy  of  this  most  valuable 
work.  For  all  matters  pertaining  to  the  strength  or  other  quali- 
ties of  engineering  materials  the  reader  is  now  referred  to  the 
author's  recent  work  on  the  Materials  of  Construction.  Both 
of  these  books  are  published  by  John  Wiley  &  Sons,  New  York, 

St.  Louis,  May,  1898. 


PREFACE  TO  THIRD  EDITION. 


In  this  edition  a  general  revision  of  Part  IV  has  been  made, 
in  addition  to  minor  changes  in  the  other  portions  of  the  book. 
Several  complete  specifications  have  been  entirely  changed,  or 
replaced,  and  many  new  ones  have  been  added.  These  latter 
include  Specifications  on  Riveted  Steel  Water  Pipe;  Wooden 
Stave  Water  Pipe ;  Wrought  Iron  Chains ;  Railroad  Concrete 
Work ;  Railway  Road-beds ;  Levees ;  Steel  Highway  Bridges 
and  Viaducts ;  Steel  Railroad  Bridges  and  Viaducts ;  Preser- 
vation of  Railroad  Cross-ties;  Filter  Gravel  and  Sand;  Speci- 
fications and  Contract  for  Architect's  Services ;  and  the  general 
specifications  for  testing  hydraulic  cements,  adopted  by  the 
U.  S.  Engr.  Corps.  Besides  these,  two  new  appendices  are 
given  on  The  Engineer  as  an  Expert  Witness,  and  the  Stand- 
ard Specifications  for  Iron  and  Steel  proposed  by  the  Ameri- 
can Committee  of  the  International  Association  for  Testing 
Materials. 

The  three  great  works  on  Engineering  Contracts  and  Speci- 
fications are  those  by  Mr.  John  Casson  Wait,  M.  C.  E.,  LL.  B., 
namely :  Engineering  and  Architectural  Jurisprudence ;  The 
Law  of  Operations  Preliminary  to  Construction  in  Engineering 
and  Architecture;  and  The  Law  of  Contracts;  all  these  are 
published  by  John  Wiley  &  Sons.  These  books  are  excellent 
texts  for  the  lawyer,  as  full  citations  of  cases  are  given.  Mr. 
Wait  is  now  Asst.  Corporation  Counsel  for  the  City  of  New 
York. 

The  book  has  been  enlarged  by  these  additions  by  1 14  pages, 
and  the  author  hopes  it  may  thus  have  an  increased  usefulness 
to  the  members  of  the  Engineering  profession.  J.  B.  J. 

Madison,  Wis.,  June,  1902. 


KEY  TO  SUBSCRIPT  INITIALS. 

The  following  gentlemen  have  kindly  furnished  the  author 
copies  of  their  specifications  from  which  he  has  freely  quoted 
in  Parts  II  and  III.  In  every  case  he  has  appended  the 
initials  of  the  writer  of  the  specifications  used,  the  key  to 
which  is  here  given: 

American  Bridge  Co A.  M.  C. 

Arthur  L.  Adams,  Engineer  and  Manager  Contra  Costa 

Water  Co.,  Oakland,  Cal A.L.A. 

B.  J.  Arnold,  Consulting  Electrical  Engineer,  Chicago,  111.  B.  J.  A. 

Onward  Bates,  Consulting  Engineer,  Chicago,  111 O.  B. 

George  H.  Benzenberg,  Consulting  Engineer,  Milwaukee, 

Wis G.  H.  B. 

A.  P.  Boiler,  Consulting  Engineer,  New  York  City A.  P.  B. 

G.  Bouscaren,  Consulting  Engineer,  Cincinnati,  Ohio....  G.  B. 

Wm.  H.  Bryan,  Consulting  Engineer,  St.  Louis,  Mo W.  IL  B. 

Col.  Wm.  P.  Craighill,  Retired  Chief  of  Engineers,  U.  S. 

Army  W.  P.C. 

J.  T.  Fanning,  Consulting  Engineer,  Minneapolis,  Minn..  J.  T.  F. 

Alphonse  Fteley,  Consulting  Engineer,  New  York  City...  A.  F. 

E.  A.  Fuertes,  Cornell  University,  Ithaca,  N.  Y E.  A.  F. 

L.  M.  Hastings,  City  Engineer,  Cambridge,  Mass L,  M.  H. 

Allen  Hazen,  Consulting  Engineer,  New  York  City A.  H. 

John  W.  Hill,  Consulting  Engineer,  Cincinnati,  Ohio....  J.W.  H. 

M.  L.  Holman,  St.  Louis,  Mo M.  L.  H. 

Johnson  &  Flad,  Engineers,  St.  Louis,  Mo J.  &  F. 

Emil  Kirchling,  Consulting  Engineer,  Rochester,  N.  Y..  E.  K. 

Milwaukee  City   Specifications    M. 

Robert  Moore,  Consulting  Engineer,  St.  Louis,  Mo R.  M. 

Richard  McCulloch,  Assistant  General  Manager  City  Rail- 
way Co.,  Chicago,  111 R.  McC. 

George  S.  Morrison,  Consulting  Engineer,  New  York  City  G.  S.  M. 

Henry  W.  Parkhurst,  Engineer  of  Illinois  Central  Rail- 
way, Chicago,  111 H.  W.  P. 

W.  D.  Pence,  Professor  of  Civil  Engineering,  Purdue 

University,  Lafayette,  Ind W.  D.  P. 

Pennsylvania  Railroad  Co P.  R.  R. 

Col.  O.  M.  Poe,  Corps  of  Engineers,  U.  S.  Army O.  M.  P. 

St.  Louis  City  Specifications St.  L. 

Union  Pacific  Railway U.  P.  Ry. 

J.  A,  L.  Waddell,  Consulting  Engineer,  Kansas  City,  Mo. .  J.  A.  L.  W. 

J.  C.  Wait,  Contract  Attorney  for  the  City  of  New  York. .  J.  C.  W. 


TABLE  OF  CONTENTS. 


Preface V 

Key  to  Subscript  Initials ,. IX 

PART  I. 
SYNOPSIS  OF  THE  LAW  OF  CONTRACTS. 

ART. 

1.  Introductory.. 1 

2.  Essential  Elements  of  a  Legal  Contract 1 

3.  Two  General  Classes  of  Contracts 2 

COMPETENCY. 

4.  Of  Individuals , 3 

5.  In  Governmental  Relations 3 

6.  Of  Semi-Public  and  Private  Corporations 4 

7.  Of  Agents   5 

LEGALITY  OF  THE  AGREEMENT. 

8.  Kinds  of  Illegal  Subject-Matter 8 

9.  Contracts  in  Breach  of  Statute  Law  .' 8 

10.  Immoral  Acts 9 

11.  Contracts  Opposed  to  Public  Policy 10 

12.  Contracts  Which  Refer  to  Arbitration  11 

13.  The  Engineer  as  Arbitrator 12 

THE  AGREEMENT. 

14.  Mutual  Assent  13 

15.  Qualified  Assent 15 

16.  Qualified  Offers  15 

17.  Implied  Acceptance  16 

18.  Failure  of  Agreement  by  Mistake 16 

19.  Misrepresentation  in  the  Contract 18 

20.  Invalidity  of  Contract  through  Fraud 18 

21.  Remedy  of  Party  Defrauded 21 

22.  Invalidity  of  Contract  through  Duress  22 

23.  Invalidity  of  Contract  through  Undue  Influence 22 


xii  TABLE  OF  CONTENTS. 

ART.  PAGE 

THE  CONSIDERATION. 

24.  Consideration  Defined 23 

25.  Adequacy  of  Consideration  24 

26.  Agreement  to  Take  Less  than  is  Due  25 

27.  As  to  Waiver  of  Legal  Rights 27 

CONTRACTS  UNDER  SEAL. 

28.  Classes  of  Sealed  Contracts 28 

PAROL  CONTRACTS. 

29.  Oral  and  Written  Contracts 29 

ASSIGNMENT  OF  CONTRACTS. 

30.  When  Assignments  Can  be  Made 30 

31.  Notice  of  Assignment  Necessary , 31 

CONSTRUCTION  OF  THE  CONTRACT. 

32.  The  Original  Contract 31 

33.  The  Explanation  of  Technical  Terms  in  Contracts. ...  32 

34.  Rules  of  Construction 33 

CONTRACTS  REQUIRED  TO  BE  IN  WRITING. 

35.  The  Statute  of  Frauds  34 

36.  Agreements  Which  Cannot  be  Performed  Within  One 

Year 35 

37.  Contracts  of  Sale  Where  the  Value  is  More  than  $50  35 

SUBSEQUENT  CHANGES  AND  AGREEMENTS. 

38.  The  General  Rule 36 

39.  Results  of  Alterations  of  the  Contract 37 

DISCHARGE  OF  CONTRACTS. 

40.  Methods  of  Discharge 39 

41.  Discharge  by  Agreement  40 

42.  Discharge  by  Performance 41 

43.  Performance  on  Conditional  Promises  41 

44.  Discharge  by  Payment  43 

45.  Discharge  by  Tender 43 

46.  Kinds  of  Impossibility  Which  Will  Discharge  a  Con- 

tract    43 

47.  Kinds    of   So-called    Impossibilities   Which    Will    Not 

Discharge  the  Contract 44 

48.  Discharge  of  Contract  by  Operation  of  Law 45 

49.  Discharge  of  Contract  by  Breach  45 

REMEDIES  FOR  BREACH  OF  CONTRACT. 

50.  Results  of  a  Breach  of  Contract 48 

61.     Damages  for  Non-performance 49 


TABLE  OF  CONTENTS. 


52.  Distinction  between  Liquidated  Damages  and  Penal- 

ties    50 

53.  Recovery  for  Imperfect  or  Incompleted  Work 51 

SPECIFIC  PERFORMANCE. 

54.  General  Rule  as  to  Specific  Performance 54 

DISCHARGE  OF  RIGHT  OF  ACTION  UNDER  A  CONTRACT. 

55.  The  Right  of  Action 53 

56.  Removal  of  Statutory  Bar  to  Right  of  Action 55 

PART  II. 

GENERAL  CLAUSES  IN  ENGINEERING  SPECIFICATIONS  AND 
ACCOMPANYING  DOCUMENTS. 

57.     General  Considerations 57 

ADVERTISEMENTS. 

58.  Information  Embodied  in  the  Advertisement 58 

59.  The  Theory  of  Advertisements  58 

60.  The  Guarantee   60 

61.  Right  of  Rejection  61 

62.  Illustrative  Examples  62 

INSTRUCTIONS  TO  BIDDERS. 

63.  Preliminary  Information  65 

FORMS  OF  PROPOSALS. 

64.  The  Object  of  Blank  Forms  of  Proposals 66 

65.  Manner  of  Letting  the  Work 67 

66.  Contract  Let  as  a  Whole  or  in  Parts 68 

67.  Contract  Let  for  a  Fixed  Sum  or  per  Specified  Units. .  69 

68.  Contract  Involving  a  Specific  Performance  71 

69.  Contract  Including  Maintenance  72 

70.  Contract  for  the  Work  Only  72 

71.  Proposal  for  Building  a  Dam,  Spillway,  etc 72 

72.  Proposal  Bond 74 

ENGINEERING  SPECIFICATIONS. 

73.  Engineering  Specifications  Defined   76 

74.  Classes  of  Specifications  76 

75.  General  and  Specific  Clauses 77 

THE  GENERAL  CLAUSES  IN  SPECIFICATIONS. 

76.  List  of  Subjects  Treated  in  the  General  Clauses 78 

77.  Explanatory  Note 79 


Xii  TABLE  OF  CONTENTS. 

ART.  PAGE 

THE  CONSIDERATION. 

24.  Consideration  Denned 23 

25.  Adequacy  of  Consideration  24 

26.  Agreement  to  Take  Less  than  is  Due  25 

27.  As  to  Waiver  of  Legal  Rights 27 

CONTRACTS  UNDER  SEAL. 

28.  Classes  of  Sealed  Contracts 28 

PAROL  CONTRACTS. 

29.  Oral  and  Written  Contracts 29 

ASSIGNMENT  OF  CONTRACTS. 

30.  When  Assignments  Can  be  Made 30 

31.  Notice  of  Assignment  Necessary , 31 

CONSTRUCTION  OF  THE  CONTRACT. 

32.  The  Original  Contract   31 

33.  The  Explanation  of  Technical  Terms  in  Contracts. ...  32 

34.  Rules  of  Construction 33 

CONTRACTS  REQUIRED  TO  BE  IN  WRITING. 

35.  The  Statute  of  Frauds  34 

36.  Agreements  Which  Cannot  be  Performed  Within  One 

Year 35 

37.  Contracts  of  Sale  Where  the  Value  is  More  than  $50  35 

SUBSEQUENT  CHANGES  AND  AGREEMENTS. 

38.  The  General  Rule 36 

39.  Results  of  Alterations  of  the  Contract 37 

DISCHARGE  OF  CONTRACTS. 

40.  Methods  of  Discharge 39 

41.  Discharge  by  Agreement  40 

42.  Discharge  by  Performance 41 

43.  Performance  on  Conditional  Promises  41 

44.  Discharge  by  Payment  43 

45.  Discharge  by  Tender 43 

46.  Kinds  of  Impossibility  Which  Will  Discharge  a  Con- 

tract    43 

47.  Kinds   of   So-called    Impossibilities   Which   Will   Not 

Discharge  the  Contract 44 

48.  Discharge  of  Contract  by  Operation  of  Law 45 

49.  Discharge  of  Contract  by  Breach  45 

REMEDIES  FOR  BREACH  OF  CONTRACT. 

50.  Results  of  a  Breach  of  Contract 48 

51.  Damages  for  Non-performance . . . . ,  49 


TABLE  OF  CONTENTS.  xiii 


52.  Distinction  between  Liquidated  Damages  and  Penal- 

ties    50 

53.  Recovery  for  Imperfect  or  Incompleted  Work 51 

SPECIFIC  PERFORMANCE. 

54.  General  Rule  as  to  Specific  Performance 54 

DISCHARGE  OF  RIGHT  OF  ACTION  UNDER  A  CONTRACT. 

55.  The  Right  of  Action 53 

56.  Removal  of  Statutory  Bar  to  Right  of  Action 55 

PART  II. 

GENERAL  CLAUSES  IN  ENGINEERING  SPECIFICATIONS  AND 
ACCOMPANYING  DOCUMENTS. 

57.     General  Considerations 5 1 

ADVERTISEMENTS. 

58.  Information  Embodied  in  the  Advertisement 58 

59.  The  Theory  of  Advertisements  58 

60.  The  Guarantee   60 

61.  Right  of  Rejection  61 

62.  Illustrative  Examples  62 

INSTRUCTIONS  TO  BIDDERS. 

63.  Preliminary  Information  65 

FORMS  OF  PROPOSALS. 

64.  The  Object  of  Blank  Forms  of  Proposals 66 

65.  Manner  of  Letting  the  Work 67 

66.  Contract  Let  as  a  Whole  or  in  Parts 68 

67.  Contract  Let  for  a  Fixed  Sum  or  per  Specified  Units. .  69 

68.  Contract  Involving  a  Specific  Performance  71 

69.  Contract  Including  Maintenance  72 

70.  Contract  for  the  Work  Only  72 

71.  Proposal  for  Building  a  Dam,  Spillway,  etc 72 

72.  Proposal  Bond 74 

ENGINEERING  SPECIFICATIONS. 

73.  Engineering  Specifications  Defined   76 

74.  Classes  of  Specifications  76 

75.  General  and  Specific  Clauses 77 

THE  GENERAL  CLAUSES  IN  SPECIFICATIONS. 

76.  List  of  Subjects  Treated  in  the  General  Clauses 78 

77.  Explanatory  Note 79 


XIV  TABLE  OF  CONTENTS. 


ART. 

78.  Time  of  Commencement,  Rate  of  Progress  and  Time  of 

Completion  of  the  Work  .........................  80 

79.  As  to  the  Character  of  the  Workmen  to  be  Employed  80 

80.  Suitable  Appliances  to  be  Used  .....................  81 

81.  Monthly  Estimates  of  Work  Done  and  Payments  to  be 

Made  ..........................................     82 

82.  Provision  for  Inquiring  into  the  Correctness  of  the 

Monthly  Estimates  ..............................     83 

83.  Reserving  a  Certain  Percentage  as  a  Repair  Fund,  for 

a  Stated  Period  after  Completion  ................     84 

84.  Conditions  of  the  Final  Estimate  ...................     84 

85.  Engineer's    Measurements    and    Classifications    Final 

and  Conclusive  .................................     85 

86.  Determination  of  Damages  Sustained  by  Failure  to 

Complete  the  Work  within  the  Time  Agreed  upon, 
or  as  Extended   .................................     87 

87.  The  Discharge  of  Unpaid  Claims  of  Workmen  and  Ma- 

terialmen  ......................................     92 

88.  No  claims  for  Damages  on  Account  of  Suspension  of 

Work  ..........................................     93 

89.  No  Claims  for  Damages  on  Account  of  Delay  ........     94 

90.  No  Claims  on  Account  of  Unforeseen  Difficulties  ......     94 

91.  Protection  of  Finished  Work  .............  ..........     94 

92.  Protection  of  Property  and  Lives  ....................     95 

93.  Protection  against  Claims  for  the  Use  of  Patents  ....     96 

94.  Assignment  of  the  Contract  ........................     97 

95.  Contractor  Not  Released  by  Subcontracts  ............     97 

96.  Abandonment  of  Contract  ..........................     98 

97.  Cancellation  of  Contract  for  Default  of  Contractor  ____     99 

98.  Workmen's  Quarters  and  Other  Temporary  Buildings  100 

99.  Cleaning  up  after  Completion  ......................  101 

100.  Removal  of  Condemned  Material   ...................  101 

101.  Relations  to  Other  Contractors  ......................  102 

102.  Provision  for  Drainage   ............................  102 

103.  Provision  for  Public  Traffic  .........................  103 

104.  Contractor  to  Keep  Foreman  or  Head  Workman,  and 

also  Copy  of  Plans  and  Specifications  on  the  Ground  103 

105.  Cost  of  Examination  of  Completed  Work  ............  103 

106.  Faults  to  be  Corrected  at  Any  Time  Before  Final  Ac- 

ceptance ......................................  104 

107.  Surveys,  Measurements  and  Estimates  of  Quantities 

not  Guaranteed  to  be  Correct  .....................  105 

108.  The  Contract  Subject  to  Interpretation  and  Change  by 

the  Engineer  .............  .106 


TABLE  OF  CONTENTS.  XV 

ART.  PAGE 

109.  Settlement  of  Disputes  108 

110.  Extra  Work 109 

111.  Definition  of  "Engineer"  and  "Contractor" Ill 

112.  Documents  Composing  the  Contract Ill 

113.  Meaning  Understood  112 

114.  Provision  for  the  Arbitration  of  Disputes 112 

115.  No  Waiver  of  Legal  Rights 112 

116.  The  Use  of  General  Clauses  in  Engineering  Specifica- 

tions    113 

PART  III. 

SPECIFIC  DESCRIPTIVE,  OR  TECHNICAL  CLAUSES  IN  SPECI- 
FICATIONS. 

117.  Essential  Features  of  Good  Specifications 115 

118.  Specifications  Accompanying  Complete  Detail  Plans  . .  119 

119.  Specifications  Accompanying  a  General  Flan  Only  ...  120 

120.  Specifications  Unaccompanied  by  Plans,  Known  Com- 

monly as  General  Specifications 121 

ILLUSTRATIVE  SPECIFICATIONS  OF  VARIOUS  ELEMENTARY  PORTIONS  OF 
ENGINEERING  WORK. 

121.  Scope  and  Purpose 121 

SPECIFICATIONS  FOB  EXCAVATIONS  AND  EMBANKMENTS. 

122.  Earth-work,  Excavating  and  Grading 122 

123.  Grading 123 

124.  Excavations  Under  Water 126 

125.  Specifications    for    Measuring    Quantities    Excavated 

Under  Water  by  Weight  and  by  Displacement 128 

126.  Specifications  for  an  Earthen  Dam 130 

127.  Specifications  for  Coffer  Dams 132 

128.  Specifications  for  Protective  Work 133 

SPECIFICATIONS  FOR  CEMENT  MORTAR,  CONCRETE  AND  MASONRY. 

129.  Cement  Mortar 136 

130.  Cement  Concrete 138 

131.  Specifications  for  Stone  143 

132.  Stone  Masonry  145 

133.  Specifications  for  Masonry  for  a  Large  Stone  Dam ...  151 

134.  Specifications  for  First-class  Bridge  Masonry 157 

SPECIFICATIONS  FOB  STREET  PAVEMENTS  AND  MATERIALS. 

135.  Specifications  for  Paving  Brick  Tests 161 

136.  Specifications  for  Brick  Paving 163 


XVi  TABLE  OF  CONTENTa 

•ART*  PAGB 

137.  Specifications  for  Asphaltum  Pavement 166 

138.  Specifications  for  Asphalt  Pavement 171 

139.  Specifications  for  Granite  Pavement 173 

140.  Specifications  for  Granitoid  Sidewalks  174 

SPECIFICATIONS  FOB  SEWERS. 

141.  Specifications  for  Brick  and  Tile  Sewers 178 

142.  Specifications  for  Sewer  Pipe 183 

143.  Specifications  for  Laying  Sewer  Pipe 186 

SPECIFICATIONS  FOR  WATER  PIPE. 

144.  Specifications  for  the   Manufacture  and   Delivery   of 

Cast  Iron  Water  Pipes 190 

145.  Specifications  for  Laying  Water  Pipe 198 

146.  Specifications  for  Stop  Valves  200 

LUMBER  GRADING  AND  CLASSIFICATION. 

147.  Rules  of  the  Southern  Lumber  Manufacturers'  Asso- 

ciation     204 

148.  General  Rules  for  Classifying  Lumber 205 

149.  Rules  for  Grading  Finishing  Lumber 207 

150.  Rules  for  Grading  Common  Boards  and  Rough  Lumber  209 

151.  Standard  Dimensions  of  the  Southern  Lumber  Manu- 

acturers'  Association 211 

152.  Rules  Governing  the  Inspection  and  Measurement  of 

Lumber  in  the  St.  Louis  Market 212 

153.  Specification  for  "Thoroughly  Seasoned"  Lumber 218 

SPECIFICATIONS  FOR  IRON  AND  STEEL. 

154.  Specifications  for  Cast  Iron 219 

155.  Specifications  for  Cast  Iron  Water  Pipe 221 

156.  Specifications  for  Riveted  Steel  Water  Pipe 225 

157.  Specifications  for  Wooden  Stave  Pipe 232 

158.  Specifications  for  Wrought  Iron  Chains 234 

159.  Specifications  for  the  Material  and  Workmanship  of  a 

Steel  Stand-pipe 235 

MISCELLANEOUS  SPECIFICATIONS. 

160.  Specifications  for  Pile  and  Trestle  Bridging 238 

161.  Specifications  for   Steam   Plant   of   a   Small    Electric 

Light  Station 240 

162.  Specifications  for  Leather  Driving  Belts   245 

163.  Specifications   for   Pumps   to   be   Operated   by   Water 

Power 247 

164.  Specifications  for  a  Pump  Well   249 

165.  Specifications  for  Turbine  Water  Wheels 252 


TABLE  OF  CONTENTa 

ART.  PAGE 

166.  Specifications  for  the  Installation  of  an  Electric  Light- 

ing Station  in  a  Small  C:ty 254 

167.  Specifications  for  Electrical  Distribution  Circuits  for 

Light  and  Power 259 


PART  IV. 


ILLUSTRATIVE  EXAMPLES  OF  COMPLETE  CONTRACTS  AND 
SPECIFICATIONS. 

168.  Contract  and  Bond  Combined  in  one  Document  with 

the  Specifications 265 

169,  170.    Contract   and   General   Specifications  for   Large 

Pumping  Engines '. 266 

171.  Complete  General   Specifications   for  Water   Tubular 

Boilers  and  Settings 296 

172.  Specifications  for  an  Engine  House 304 

173.  General  Specifications  for  Railroad  Concrete  Work  ...  328 

174.  Specifications  for  Railway  Road-bed  345 

175.  Specifications  for  Building  Levees  to  Confine  Flood 

Waters 356 

176.  Specifications   and  Contract  for  Dam  No.   5,   Boston 

Water  Works,  1893 358 

177.  Specifications  for  the  Steel  Construction  of  the  Astor 

Hotel,  1895 391 

178.  Specifications  for  Machinery  and  Track  Construction 

for  an  Electric  Railway 404 

179.  Specifications  for  Engine 404 

180.  Specifications  for  Boilers 409 

181.  Specifications  for  Condensers  and  Pumps 411 

182.  Specifications  for  Economizers 413 

183.  Specifications  for  Electric  Generators 414 

184.  Specifications  for  Electric  Motors 418 

185.  Specifications  for  the  Reconstruction  of  a  Horse  Rail- 

way Track  to  be  Used  as  an  Electric  Railway  in  a 
City 422 

186.  Specifications  for  the  Track  and  Overhead  Construc- 

tion for  an  Electric  Railway  in  a  Country  Town. . . .  429 

187.  Specifications  for  Steel  Highway  Bridges  and  Viaducts  433 

188.  Specifications  for  Steel  Railroad  Bridges  and  Viaducts  459 

189.  Specifications  for  the  Preservation  of  Railroad  Cross- 

ties  485 

190.  Specifications  for  Filter  Gravel  and  Sand 494 


xviii  TABLE  OF  CONTENTS. 

ART.  PAG1 

191.  Specifications  and  Contract  for  Architect's  Services. .  496 

192.  Form  of  Contract  Bond  or  Surety 508 

193.  Form  of  Indemnity  Bond 510 

APPENDIX  A. 

Preliminary     Surveys    £nd     Examinations     for     Bridge     Re- 
newals   51? 

APPENDIX  B. 

General  Specifications  for  the  Testing  of  Hydraulic  Cement  515 

APPENDIX  C. 

The  Engineer  as  an  Expert  Witness  ...,,.-- ^ ,. £21 

APPENDIX  D. 

Standard  Specifications  for  Steel  and  Wrought  Iron  .......  54* 


ENGINEERING  CONTRACTS  AND 
SPECIFICATIONS. 

PART  I. 

Brief  Synopsis  of  such  portions  of  tho  Law 
of  Contracts  as  bear  on  the  carrying  out 
of  Engineering  or  Architectural  Con- 
struction. 

1.  Introductory.    The  Law  of  Contracts  is  said  to  be  as 
simple  and  as  readily  comprehended  by  the  layman  as  any 
department  of  the  law.     Two  standard  single  volume  works 
on  the  law  of  contracts  are  those  of  Bishop  and  of  Lawson,1 
to  which  the  reader  is  referred  for  a  more  complete  treatment 
of  the  subject,  and  from  which  the  following  synopsis  has  been 
principally  derived.    In  this  synopsis  only  such  rules  and  prin- 
ciples are  incorporated  as  may  be  profitably  presented  to  under- 
graduate students  in  our  leading  engineering  schools.     The 
practicing  engineer  or  architect  may  also  find  them  valuable, 
however,  as  furnishing  to  him  certain  guiding  principles,  the 
recognition  of  which  will  frequently  enable  him  to  avoid  legal 
complications  and  inherent  weaknesses  in  the  drawing  of  speci- 
fications and  other  documents  pertaining  to  contracts.     This 
work  is  intended  to  emphasize  the  necessity  of  consulting  com- 
petent legal  authority  in  all  important  matters  rather  than  to 
enable  one  to  dispense  with  such  reliance. 

2.  Essential  Elements  of  a  Legal  Contract.    A  contract  is 
a  promise  to  do  or  to  refrain  from  doing  some  act  which  the 

1  Engineers  and  Contractors  will  find  Prof.  Wait's  work,  described  on  page  Til,  of 
most  value  for  all  cases  arising  in  their  practice.  ^V.y 


2  LAW  OF  CONTRACTS 

law  will  enforce.  The  law  will  not  enforce  an  agreement  unless 
the  following  essentials  are  fulfilled : 

First.  The  parties  must  be  competent  to  make  the  agree- 
ment. 

Second.  The  subject-matter  must  be  lawful. 

Third.  The  parties  must  have  mutually  assented  or  agreed 
to  the  conditions  named,  or  they  must  have  been  of  the  same 
mind  and  intention  concerning  the  subject-matter. 

Fourth.  Except  in  the  case  of  sealed  contracts  there  must  be 
a  valuable  consideration. 

The  four  essentials  of  a  legal  contract,  therefore,  may  be 
grouped  under  the  four  words,  Competency,  Legality,  Agree- 
ment, and  Consideration. 

3.  Two  General  Classes  of  Contracts.  There  are  in  gen- 
eral two  kinds  of  contracts,  namely :  contracts  made  under  seal, 
called  sealed  contracts  or  specialties  (see  Art.  28),  and  simple 
written  or  oral  agreements  unaccompanied  with  the  formality 
of  a  seal,  called  parol  contracts. 

A  sealed  contract  is  a  written  agreement  signed  by  the  par- 
ties, the  signatures  having  appended  to  them  what  is  com- 
monly known  as  a  seal.  Formerly  a  seal  consisted  of  "An 
impression  on  wax,  or  paper,  or  some  other  tenacious  substance 
capable  of  being  impressed."  Now,  however,  an  impression  of 
a  seal  on  the  paper  itself  is  commonly  construed  as  a  proper 
seal,  and  in  many  states  by  statute  a  mere  scroll  enclosing  the 
word  "seal"  made  opposite  the  name  of  the  signer  is  sufficient. 

Engineering  contracts  are  often  executed  under  seal,  though 
preferably  not,  while  the  bond  which  holds  the  sureties  for  the 
faithful  performance  of  the  work  by  the  contractor  must  be 
tinder  seal.  This  is  necessary  because  the  agreement  of  the 
bondsmen  to  become  responsible  for  the  faithful  performance 
of  the  contract  by  the  contractor  is  not  usually  supported  by  a 
valuable  consideration. 

The  principal  difference  between  a  sealed  contract  and  one 
not  under  seal  is  that  in  the  former  case  a  valuable  considera- 
tion is  not  required  to  support  the  agreement,  while  in  the  latter 


COMPETENCY.  3 

case  the  contract  is  invalid  unless  such  a  consideration  can  be 
shown  to  exist.1 

The  affixing  of  a  seal  to  a  signature  implies  a  special  care 
and  deliberation  on  the  part  of  the  signer,  more  than  can  be 
assumed  in  the  case  of  a  simple  signature.  It  is  for  this  reason 
that  a  consideration  is  not  required  to  support  a  sealed  contract. 

The  mere  existence  on  the  document  of  a  printed  scroll  or 
word  "seal"  on  the  lines  provided  for  signatures  does  not  con- 
stitute a  sealed  document  unless  these  words  or  scrolls  were  so 
intended  by  the  signers. 


COMPETENCY. 

4.  Competency  of  Individuals.     A  sane  person  who  has 
attained  his  majority  is  competent  to  make  any  legal  agreement 
or  contract.    The  disabilities  of  married  women  in  the  matter 
of  contracts  are  numerous,  but  will  not  here  be  entered  upon. 
Neither  will  any  reference  be  made  to  those  disabilities  per- 
taining to  aliens,  convicts,  infants,  insane  persons,  and  drunk- 
ards. 

5.  Competency  in  Governmental  Relations.    The  national 
or  any  state  government  may  become  a  party  to  a  contract,  and 
such  government  may  sue  on  its  contracts  and  enforce  them, 
but  the  converse  of  this  is  not  true.    Neither  the  United  States 
nor  any  state  can  be  sued  without  its  consent.2    The  only  rem- 
edy for  a  person  who  seeks  the  enforcement  of  a  contract  with 
such  a  government  is  an  appeal  to  congress  or  to  the  state  leg- 
islature.   Many  of  the  states  of  the  south  have  repudiated  their 
contracts  in  the  matter  of  state  bonds,  issued  during  the  periods 
of    reconstruction,    and    the    bondholders    have    no    remedy. 
Neither  are  public  officers  who  negotiate  contracts  on  the  part 
of  the  state  personally  liable  on  contracts  made  in  their  own 
names  when  these  are  signed  in  their  official  capacities.     This 

1  See  subject  of  Consideration,  Art.  24. 

*  The  state  may  consent  to  be  a  party  to  a  suit  in  order  to  have  the  rights  of  the  par- 
ties passed  upon  by  the  courts. 


4  LAW  OF  CONTRACTS. 

freedom  from  all  legal  necessity  to  carry  out  its  contracts  is  an 
essential  element  of  sovereignty,  and  applies  to  kings  and  other 
more  or  less  absolute  rulers  in  their  official  relations. 

All  public  corporate  governments  subordinate  to  that  of  the 
state,  as  of  the  county,  or  township,  or  village,  or  city,  can  be 
sued  upon  their  contracts,  and  such  contracts  enforced  when- 
ever these  lie  within  their  legal  corporate  powers.1  Thus  a 
county,  or  town,  or  city,  can  not  repudiate  its  legal  obligations, 
as  the  state  has  the  privilege  of  doing,  but  these  obligations  can 
be  enforced  through  the  agency  of  the  courts.  For  instance, 
if  a  county  organization  should  wish  to  repudiate  a  particular 
issue  of  bonds,  which  have  been  issued  and  sold  because  of 
some  real  or  fancied  grievance  connected  therewith,  and  if  the 
county  commissioners  who  represent  the  county  in  its  corporate 
capacity  should  refuse  to  levy  taxes  for  the  payment  of  the 
interest  or  principal,  the  courts  could  order  them  to  do  so,  ard 
if  they  should  refuse  they  could  be  fined  and  imprisoned  for 
contempt.  In  some  cases  city  charters  have  been  repealed  by 
the  state  legislature  and  the  city  changed  into  a  "taxing  dis- 
trict" in  order  to  more  readily  enforce  orders  of  the  courts,  in 
requiring  them  to  fulfill  the  terms  of  some  legal  contract  or 
obligation. 

6.  Competency  of  Semi-Public  and  Private  Corporations. 
A  corporation  has  no  powers  for  entering  into  or  performing 
contracts  beyond  those  given  it  by  the  state  in  its  charter.1  Its 
capacity  for  transacting  business,  however,  is  not  limited  to 
the  specific  privileges  granted  in  its  charter,  but  is  of  necessity 
extended  by  implication  to  include  such  other  powers  as  may 
be  necessary  for  the  complete  consummation  of  its  specific  pur- 
poses. For  instance,  if  a  corporation  requires  the  use  of  certain 
real  estate  for  the  transaction  of  its  business,  it  can  evidently 
buy  and  sell  such  property  when  this  is  intended  for  its  own 
uses.  It  may  also  borrow  money  and  issue  therefor  various 
kinds  of  obligations,  and,  in  fact,  it  may  make  any  contract 

1  All  legal  formalities  must,  however,  have  been  complied  with,  and  persons  con- 
tracting with  such  corporations  must  assure  themselves  that  this  has  been  done,  other 
wise  they  can  not  recover,  as  the  officers  of  such  corporations,  are  not  personally  liable 


COMPETENCY.  5 

which  it  is  lawful  for  an  individual  to  make,  provided  such  con- 
tract relates  to  a  subject  which  is  within  the  sphere  of  its  opera- 
tions. 

When  a  contract  or  agreement  on  the  part  of  a  corporation 
does  not  fall  \\  ithin  its  express  or  implied  powers,  it  is  termed 
ultra  vires,  and  such  contracts  can  not  be  enforced.  The  official 
acts  of  the  officers  or  agents  of  a  corporation  bind  it  much  the 
same  as  such  acts  would  bind  an  individual  when  made  in  a 
private  capacity,  and  this  applies  both  to  oral  and  to  written 
agreements,  unless  the  corporation  charter  specifically  requires 
certain  kinds  of  agreements  to  be  in  writing. 

7.  Contracts  by  Agents.1  A  contract  by  an  agent  is  not 
valid  unless  the  principal  is  himself  competent  to  enter  into  a 
contract.  On  the  other  hand,  a  contract  by  an  agent  is  valid, 
provided  the  principal  is  competent,  even  though  the  agent  be 
incompetent  to  enter  into  a  contract  as  a  principal.  Thus  a 
minor  may  be  a  competent  agent,  but  not  a  competent  principal. 
The  agent,  however,  must  have  no  adverse  interest  from  that 
of  his  principal  under  the  contract  negotiated.  For  instance, 
he  must  not  be  interested  on  both  sides  of  the  agreement,  if 
these  interests  are  supposed  to  be  adverse. 

The  legality  of  the  acts  of  an  agent  is  similar  to  the  legality 
of  the  acts  of  a  corporation.  As  a  corporation  receives  its  au- 
thority for  the  transaction  of  a  particular  kind  of  business  from 
the  state,  and  its  capacity  in  the  formation  of  contracts  is  lim- 
ited thereby  to  the  express  and  implied  powers  under  its  charter, 
so  an  agent  receives  his  authority  from  his  principal,  his  legal 
acts  are  limited  to  the  scope  of  the  authority  conferred  upon 
him  by  his  principal,  and,  as  in  the  case  of  a  corporation,  he 
will  be  justified  in  the  law  in  the  making  of  any  contract,  as 
agent,  which  may  prove  to  be  necessary  or  essential  to  the  carry- 
ing out  of  his  more  specific  instructions,  or  for  the  transaction 
of  the  business  for  which  he  has  received  special  authority. 

Unlike  a  corporation,  however,  an  agent  may  exceed  both 

1  An  engineer  or  architect  is  the  agent  of  the  owner  (person  or  corporation),  and  as 
such  has  the  express  powers  given  him  in  the  contract  itself  or  in  his  agreement  with 
his  employer,  and  also  many  customary  implied  powers. 


6  LAW  OF  CONTRACTS. 

his  express  and  implied  authority  in  the  making  of  a  contract, 
and  yet  this  contract  will  become  binding  on  the  ratification  of 
it  by  his  principal.  This  ratification  may  also  be  either  ex- 
pressed or  implied,  an  implied  ratification  consisting  of  a  failure 
to  object  or  protest  or  to  annul  the  contract  on  learning  of  its 
existence,  or  of  acting  under  it  as  though  consent  had  been 
given. 

A  ratification,  whether  express  or  implied,  of  the  acts  of  an 
agent  operates  always  so  as  to  include  the  whole  of  the  agent's 
acts  pertaining  to  the  particular  transaction  in  question,  and  can 
not  operate  for  the  acceptance  of  a  part,  and  the  rejection  of 
other  parts.  By  adopting  a  part,  the  principal  is  bound  by  the 
whole.  If  it  appear,  however,  that  the  express  or  implied  rati- 
fication was  due  to  a  mistake  of  fact,  the  principal  may  repudi- 
ate the  action  of  the  agent  on  learning  of  the  facts. 

If  the  agent  wishes  to  avoid  personal  responsibility  in  the 
entering  into  a  contract,  it  must  be  understood  by  the  other 
party  that  he  is  acting  as  an  agent,  and  not  in  his  own  behalf. 
He  may,  however,  enter  into  contract  in  his  own  name,  not  as 
an  agent,  when  in  fact  he  is  the  agent  of  another  party.  In 
this  case,  however,  the  other  party  to  the  contract  on  learning 
of  the  principal,  has  his  option  to  enforce  the  contract  against 
the  agent  or  against  the  principal  as  he  may  choose.  In  all 
cases  of  contracts  with  agents  the  other  party  to  the  contract 
must  know  of  the  agent's  authority  aside  from  the  agent's  own 
testimony  in  the  case,  as  this  latter  is  not  received  as  evidence 
of  the  fact.  Whatever  the  agent's  pretended  authority  may  be, 
if  it  should  prove  that  he  has  exceeded  both  his  express  and 
implied  authorization,  the  principal  is  at  liberty  to  repudiate 
his  acts,  and  the  other  party  to  the  contract  has  no  remedy 
except  against  the  agent  himself.  The  agent's  authority  is  evi- 
denced, however,  by  the  usual  and  customary  transactions  of 
such  agent  which  have  been  accepted  by  his  principal,  and 
which  have  become  known  to  the  other  party  in  a  proposed  new 
contract.  Therefore  as  to  third  persons  the  authority  of  the 
agent  may  be  implied  from  previous  performances  of  similar 


COMPETENCY.  7 

acts  which  have  come  to  the  knowledge  and  received  the  con- 
sent of  the  principal. 

In  the  case  of  sub-agency,  or  of  the  appointment  of  an  agent 
by  an  agent,  such  authorization  must  proceed  originally  from 
the  principal,  or  be  afterwards  ratified  by  him  before  the  prin- 
cipal can  be  bound  by  the  acts  of  the  sub-agent. 

In  order  that  an  agent  may  relieve  himself  from  responsi- 
bility in  the  signing  of  a  contract,  the  document  must  reveal, 
either  in  its  body  or  in  the  signature,  who  the  principal  is;  a 
mere  ^signing  of  a  contract  by  a  person  as  "agent"  will  not  re- 
lieve the  party  so  signing  from  personal  responsibility  unless 
the  document  does  reveal  the  principal. 

If  an  agent  enters  into  contract  in  a  matter  beyond  his  ex- 
press and  implied  authorization,  he  becomes  personally  liable 
to  the  third  party,  unless  he  reveal  to  such  party,  at  the  time  of 
the  signing  of  the  contract,  the  exact  relation  between  himself 
and  his  principal  in  such  a  way  that  this  third  party  becomes 
aware  of  the  dubiousness  of  the  agent's  authority.  In  this  case 
the  principal  may  repudiate  the  act  of  his  agent  and  the  third 
party  will  not  be  able  to  hold  either  principal  or  agent  to  the 
contract.  If,  however,  the  agent  does  not  disclose  his  exact 
relations  with  his  principal,  and  assumes  authority  beyond  his 
authorization,  he  does  become  personally  liable  for  such  dam- 
age as  may  result  from  failure  of  performance  on  the  part  of 
his  principal. 

The  principal  is  also  liable  for  all  the  frauds,  deceits,  and 
negligent  acts  of  his  agent  so  long  as  these  pertain  to  the  busi- 
ness he  is  authorized  to  perform.  In  this  case,  of  course,  the 
agent  himself  is  liable  both  to  his  principal  and  to  any  third 
party.  While  if  such  fraud  or  deceit  or  negligent  act  pertains 
to  matters  outside  the  scope  of  his  authority,  the  agent  alone  is 
liable. 

Acts  of  an  agent  continue  to  be  binding  upon  the  principal 
as  to  third  persons,  even  if  the  agent's  authority  has  been 
revoked  and  the  agency  ended,  until  such  termination  of  the 
agency  comes  to  the  knowledge  of  such  third  person.  This 


g  LAW  OF  CONTRACTS. 

applies  to  all  kinds  of  continuous  agencies,  but  does  not  apply, 
of  course,  to  an  agency  for  the  performance  of  a  particular  act. 
The  death  of  the  principal  always  acts  to  terminate  the 
agency,  which  termination  occurs  at  the  instant  of  the  death  of 
the  principal.  This  nullifies  even  such  acts  of  the  agent  after 
the  death  of  his  principal  as  may  have  occurred  before  such 
death  came  to  the  knowledge  of  the  agent ;  but  when  the  agent 
enters  into  contracts  for  his  principal  after  the  decease  of  the 
latter,  with  or  without  the  knowledge  of  such  decease,  the 
contract  is  void  as  against  the  estate  of  the  principal,  and,  gen- 
erally speaking,  as  against  the  agent  himself,  and  the  third 
party  is  without  remedy.  In  this  case  no  notice  of  the  termi- 
nation of  the  agency  is  required.  In  a  few  states,  however,  the 
rule  has  been  adopted  that  the  bona  fide  acts  of  the  agent  after 
the  death  of  his  principal  and  before  he  becomes  aware  of  the 
fact,  and  which  do  not  require  the  principal's  signature  are 
valid  in  favor  of  third  parties. 


LEGALITY  OF  THE  AGREEMENT. 

8.  Kinds  of  Illegal  Subject-Matter.     No  contract  can  be 
enforced  in  the  courts  which  involves  an  agreement  to  perform 
an  act  which  is  (a)  forbidden  by  statutory  law,  or  (&)  is  con- 
trary to  the  rules  of  common  law,  or  (c)  which  is  opposed  to 
public  policy. 

9.  Contracts  in  Breach  of  Statute  Law.    This  subject  will 
not  here  be  entered  upon  at  length.    It  may  be  said,  in  short, 
that  all  acts  which  are  expressly  prohibited  by  statute  law,  or 
all  acts  for  which  specific  penalties  are  attached  in  national, 
state,  or  municipal  laws,  if  made  the  subject  of  a  contract,  such 
contract  can  not  be  enforced.     Without  here  mentioning  the 
acts  which  would  be  criminal  or  immoral,  it  may  be  well  to  call 
attention  to  a  certain  class  of  contracts  which  can  not  be  en- 


LEGALITY.  9 

forced  at  law  because  the  plaintiff  in  the  suit  has  no  legal  stand- 
ing in  court.  Thus  where  the  state  statute  requires  a  diploma 
or  license  for  the  practice  of  medicine  or  surgery,  or  a  license 
to  act  as  attorney  at  law,  or  as  a  surveyor,  or  as  an  engineer,  a 
person  not  having  such  legal  authorization  can  not  collect  in 
the  courts  the  price  of  his  professional  fees. 

Under  this  head  also  fall  agreements  to  pay  usurious  inter- 
est, which  in  some  states  involves  the  forfeiture  of  the  entire 
interest,  and  in  a  few  states  the  entire  contract  becomes  void 
even  to  the  sacrifice  of  the  principal. 

In  most  states  all  kinds  of  wagers  are  declared  unlawful  by 
statute  and  can  not  be  collected. 

While  all  contracts  for  fire  or  life  insurance  are  in  a  certain 
sense  wagers,  they  are  valid  and  lawful  when  the  person  for 
whose  benefit  the  insurance  is  made  can  be  shown  to  have  a 
suitable  interest  in  the  property  or  person  insured. 

In  all  states  where  Sunday  labor,  with  the  exception  of 
"works  of  necessity  and  charity,"  is  prohibited,  contracts  made 
on  Sunday  are  illegal  and  can  not  be  enforced. 

Where  contracts  in  breach  of  statute  law  have  been  fully 
executed,  in  other  words,  where  the  act  has  been  done  and  the 
compensation  received,  the  law  will  not  recognize  such  trans- 
actions for  the  purpose  of  annulling  them.  Thus,  in  the  case 
of  a  wager  which  has  been  paid,  the  law  will  not  enforce  the 
return  of  the  money. 

10.  Immoral  Acts.  The  courts  will  not  enforce  an  agree- 
ment, the  object  of  which  is  forbidden  either  by  statute  or  by 
common  law,  or  which  in  law  may  be  regarded  as  immoral  or 
wrong.  Such  agreements  might  relate  to  such  subjects  as  the 
commission  of  crime ;  all  kinds  of  frauds  upon  creditors,  either 
by  way  of  fraudulent  assignments,  or  by  way  of  agreements 
with  certain  creditors  to  the  disadvantage  of  others ;  all  kinds 
of  transactions  under  false  pretenses,  as  the  selling  of  articles 
under  false  labels ;  fraudulent  conveyance  of  real  estate  to  de- 
fraud creditors ;  changes  in  contracts  after  they  have  been 
signed,  either  by  one  party  without  the  consent  of  the  other, 


10  LAW  OF  CONTRACTS. 

or  by  the  two  principals  without  the  consent  of  the  sureties; 
all  acts  of  officers  of  corporations  in  their  official  capacity,  in 
furtherance  of  their  private  ends ;  fictitious  bidding  at  auctions 
for  the  purpose  of  raising  the  bids  of  bona  fide  purchasers; 
collusion  between  the  auctioneer  and  private  individuals  to  de- 
fraud owner,  and  the  like. 

The  particular  class  of  illegal  acts  in  this  category  which 
has  especial  interest  to  engineers,  is  that  referring  to  changes 
in  contracts  agreed  to  by  the  principals  without  the  consent  of 
the  sureties  or  bondsmen.  In  all  such  cases  if  the  changes  are 
material,  that  is  to  say,  if  they  are  such  as  may  be  said  to  have 
a  money  value,  then  if  these  changes  be  made  without  the  con- 
sent of  the  surety,  such  surety  can  no  longer  be  held  for  any 
damage  resulting  from  failure  of  his  principal  to  fulfill  his 
agreement.1  Since  such  changes  are  almost  always  made  in  all 
contracts  after  they  are  signed  and  before  the  work  is  fully 
executed,  and  since  it  is  very  common  to  neglect  to  obtain  the 
consent  of  the  sureties  when  making  all  such  changes,  these 
sureties  or  bondsmen  are  nearly  always  relieved  from  liability 
in  the  manner  here  indicated.  Furthermore,  if  such  sureties 
are  consulted  in  regard  to  the  proposed  changes  and  they  should 
not  choose  to  give  their  consent,  then  if  they  are  still  to  be  held 
for  the  fulfillment  of  the  contract  their  consent  to  such  changes 
must  be  purchased,  the  same  as  must  be  done  with  the  principal 
himself  as  provided  for  in  the  specifications  or  contract.  Be- 
cause of  this  common  oversight  and  the  resulting  relief  of  these 
sureties,  or  of  their  opposition  to  allowing  changes  to  be  made 
in  case  they  are  consulted,  it  is  becoming  customary  to  provide 
some  other  kind  of  guarantee  of  fulfillment,  other  than  that  of 
personal  sureties. 

n.  Contracts  Opposed  to  Public  Policy.  These  contracts 
may  relate  to  all  such  acts  as  may  be  shown  to  be  detrimental 
to  the  public  welfare.  Such  as  acts  which  would  tend  to  injure 
the  public  service,  or  to  obstruct  the  course  of  justice,  or  to  en- 

1  This  does  not  apply  to  contracts  containing  a  provision  for  changes  under  given 
conditions,  provided  these  conditions  are  strictly  complied  with  and  the  changes  are  not 
too  radical 


LEGALITY.  11 

courage  litigation,  or  as  have  an  immoral  tendency,  or  as  will 
restrain  the  freedom  of  trade,  or  as  will  diminish  the  security 
of  property  and  life.  As  such  contracts  in  general  have  no  im- 
mediate bearing  upon  the  work  of  engineers  they  will  not  be 
further  enlarged  upon  here.  There  is,  however,  a  class  of 
agreements  commonly  entered  into  by  the  principals  to  an  engi- 
neering contract  which  are  often  construed  in  the  courts  as 
against  the  public  policy,  which  will  be  discussed  in  the  follow- 
ing article. 

12.  Agreements  Which  Refer  to  Arbitration.  The  follow- 
ing discussion  of  this  subject  is  taken  bodily  from  Lawson  on 
Contracts,  being  Article  318  of  that  work: 

"An  agreement  that  matters  which  have  arisen  or  may  arise 
between  the  parties  shall  be  referred  to  an  arbitrator  or  arbi- 
trators is  not  binding  and  either  party  may  have  recourse  to  the 
courts  notwithstanding  it.  The  reason  of  the  rule  is  by  some 
traced  to  the  jealousy  of  the  courts  and  a  desire  to  repress  any 
attempt  to  encroach  on  the  exclusiveness  of  their  jurisdiction, 
and  by  others  to  an  aversion  on  the  part  of  the  courts  from 
reason  of  public  policy  to  sanction  contracts  by  which  the  pro- 
tection which  the  law  affords  the  citizen  is  renounced. 

"But  when  a  contract  contains  a  condition  which  provides 
that  disputes  arising  out  of  it  shall  be  referred  to  arbitration, 
the  validity  of  such  a  condition  depends  upon  rather  a  fine  dis- 
tinction. Where  the  amount  of  damage  sustained  by  a  breach  of 
the  contract  is  to  be  ascertained  by  specified  arbitration  before 
any  right  of  action  arises,  the  condition  is  good ;  but  where  all 
matters  in  dispute,  of  whatever  sort,  are  to  be  referred  to  arbi- 
trators and  to  them  alone,  the  condition  is  illegal.  The  one  im- 
poses a  condition  precedent  to  a  right  of  action  accruing,  the 
other  endeavors  to  prevent  any  right  of  action  accruing  at  all. 
As  well  put  by  an  English  judge:  'If  a  tenant  covenant  that  he 
will  cultivate  the  demised  land  in  a  husband-like  manner  and 
also  covenants  that  if  any  dispute  shall  arise  in  respect  thereof 
it  shall  be  referred  to  arbitration,  an  action  may  nevertheless 
be  maintained ;  but  where  the  covenant  is  to  pay  such  damages 
as  shall  be  ascertained  by  an  arbitrator,  no  action  will  lie  until 
he  has  ascertained  them/ 

"The  principle  is  frequently  applied  in  the  United  States 
to  contracts  for  the  construction  of  buildings,  railroads,  canals 
and  other  works  involving  numeros  details.  These  contracts 
give  rise  to  many  questions  which  a  court  of  law  might  reason- 
ably send  to  a  referee,  and  the  parties  may  agree  that  such  ques- 


X2  LAW  OF  CONTRACTS. 

tions  shaii  be  determined  by  an  architect  or  engineer  or  by  arbi- 
trators and  that  such  determination,  or  a  bona  fide  effort  to 
obtain  it,  shall  be  a  condition  precedent  to  the  right  to  bring 
an  action  on  the  contract.  Contracts  of  insurance  usually  con- 
tain similar  clauses.  Thus  an  insurance  policy  provided  that, 
in  case  of  differences  arising  touching  any  loss  or  damage,  the 
matter  might  at  the  request  of  either  party  be  submitted  to 
impartial  arbitrators  whose  award  in  writing  should  be  binding 
on  the  parties  to  the  amount  of  such  loss  or  damage,  'but  shall 
not  decide  the  liability  of  the  company  under  this  policy ;'  also, 
'it  is  furthermore  mutually  agreed  that  no  suit  or  action  against 
this  company  for  the  recovery  of  any  claim  by  virtue  of  this 
policy  shall  be  sustainable  in  any  court  of  law  or  chancery  until 
an  award  shall  have  been  obtained  fixing  the  amount  of  such 
claim  in  the  manner  hereinabove  provided.'  It  was  held  that 
no  suit  could  be  sustained  against  the  objection  of  the  company 
until  an  award  had  been  made,  although  neither  party  previous 
to  the  suit  had  requested  arbitration. 

"But  it  must  be  expressly  stipulated  in  all  cases  that  the 
award  or  determination  is  a  condition  precedent  to  the  right  of 
action  on  the  contract,  or  the  agreement  to  arbitrate  will  be  of 
no  effect. 

"Agreements  of  a  similar  nature  have  been  held  illegal,  as 
aiming  to  oust  the  jurisdiction  of  the  courts ;  as,  for  example, 
a  provision  in  the  by-laws  of  a  benefit  association  that  the  de- 
cision of  the  officers  on  the  claim  of  a  member  shall  be  final  and 
conclusive.  And  parties  are  not  allowed  by  contract  to  vary  the 
procedure  in  the  courts  prescribed  by  statute.  In  Illinois  a  lease 
contained  a  provision  that  the  landlord  should  have  the  right 
to  take  immediate  judgment  against  the  tenant  in  case  of  a 
default^on  his  part  without  giving  the  notice  and  demand  for 
possession  and  filing  the  complaint  required  by  the  statute.  It 
was  held  that  such  a  provision  was  illegal." 

13.  The  Engineer  as  Arbitrator.  In  the  carrying  out  of 
engineering  and  building  contracts,  the  specifications  are  usu- 
ally so  written  as  to  make  the  engineer  or  architect  an  arbitra- 
tor on  almost  all  questions  which  can  possibly  arise  under  the 
contract,  and  it  is  usual  to  specify  that  his  decisions  thereon 
shall  be  final  and  conclusive.  In  view  of  what  is  given  in  the 
previous  article  it  is  evident  that  such  a  clause  can  not  operate 
to  prevent  a  case  being  brought  before  the  courts  under  such  a 
contract,  but  when  it  has  been  so  brought  it  evidently  will  oper- 
ate to  sustain  the  decisions  of  the  engineer  on  all  points  which 


AGREEMENT.  13 

may  be  construed  by  the  court  as  "conditions  precedent"  to  final 
settlement.  On  all  questions  of  fact,  however,  which  the  court 
can  pass  upon  as  well  as  the  engineer,  and  on  all  questions  of 
law  the  court  would  retain  its  jurisdiction  notwithstanding  the 
agreement  of  both  parties  to  submit  all  questions  to  the  arbitra- 
tion of  the  engineer,  whose  decisions  were  to  be  "final  and  con- 
clusive." On  all  questions  which  the  engineer  is,  from  the  cir- 
cumstances of  the  case,  especially  competent  to  determine,  as 
to  quantities  and  classification,  as  well  as  all  questions  which 
are  more  or  less  matters  of  opinion  as  classification  of  materials 
and  perfection  of  work  done,  the  decision  of  the  engineer  will 
be  sustained  under  such  a  clause,  provided  it  be  not  shown 
that  he  has  acted  fraudulently  in  the  matter.  See  Articles  85 
and  1 08. 


AGREEMENT. 

14.  Mutual  Assent.  In  order  that  a  contract  shall  be  bind- 
ing on  both  parties  to  an  agreement  it  must  have  been  under- 
stood and  assented  to  by  both  in  the  very  same  sense.  How- 
ever clear  the  agreement  would  appear  to  be  on  its  face,  if  it  can 
be  shown  that  the  proposition  was  not  mutually  understood  in 
the  same  sense  it  can  not,  in  general,  be  enforced.  It  must  not 
be  understood,  however,  that  all  pleas  of  having  misunderstood 
the  plain  and  express  provisions  of  a  written  contract  will  re- 
lieve the  party  making  such  claim  from  liability  under  it.  In 
other  words  the  mental  agreement  is  evidenced  by  the  language 
used  in  expressing  such  agreement,  and  the  law  will  presume 
that  such  words  were  understood,  provided  their  meaning  is 
plain  and  evident.  Furthermore  whatever  a  man's  real  inten- 
tion may  be,  if  he  so  acts  as  to  lead  another  person  to  reason- 
ably suppose  that  he  was  assenting  to  a  given  proposition,  and 
this  person  proceeds  on  this  assumption,  the  other  party  so 
acting  becomes  bound  by  the  proposition. 


14:  LAW  OF  CONTRACTS. 

The  agreement  is  not  consummated  until  each  party  has  com- 
municated to  the  other,  either  orally,  by  letter,  or  by  overt  acts, 
his  intention  in  the  matter.  The  secret  or  mental  acceptance 
of  a  proposition  by  one  or  both  of  the  parties  to  it  does  not  com- 
plete a  legal  agreement,  until  this  mental  act  has  been  com- 
municated to  the  other  party. 

A  person  making  an  offer,  whether  orally,  by  messenger,  by 
mail,  or  by  telegraph,  or  by  public  advertisement,  must  allow 
a  reasonable  time  for  its  acceptance,  provided  no  time  limit  is 
stated  in  the  proposition.1  If  the  acceptance  is  returned  by  the 
same  agency  used  in  sending  the  offer,  the  contract  is  com- 
pleted at  the  time  such  acceptance  is  delivered  to  such  agency, 
whether  the  party  sending  the  offer  ever  receives  such  accept- 
ance or  not.  A  person  is  bound  by  the  acts  of  the  agent  of  his 
own  selection,  and  the  failure  of  this  agent  to  deliver  to  him 
the  acceptance  does  not  operate  to  prevent  the  completion  of 
the  contract.  For  instance,  a  proposition  sent  by  mail  is  ac- 
cepted at  the  time  the  letter  of  acceptance  is  deposited  in  the 
postoffice  or  letter  box,  and  a  proposition  sent  by  telegraph  is 
accepted  and  the  contract  completed  at  the  time  of  the  delivery 
of  a  telegraphic  reply  at  the  telegraph  office  or  to  a  telegraphic 
messenger. 

If  the  person  receiving  the  offer  wishes  it  to  remain  open 
for  a  definite  length  of  time,  longer  than  might  be  construed  as 
reasonable,  if  no  time  is  specified,  he  must  pay  to  the  other 
party  something  which  may  be  construed  as  a  consideration  for 
the  privilege  of  acceptance  for  such  specified  time.  On  the 
other  hand,  the  party  accepting  can  withdraw  his  acceptance  if 
he  can  succeed  in  having  his  withdrawal  presented  to  the  first 
party  before  his  acceptance  has  been  received.  Thus  an  accept- 
ance by  mail  may  be  withdrawn  by  telegraph,  provided  the 
telegram  is  received  before  the  letter. 

A  mere  offer  may  be  withdrawn  at  any  time  before  it  is  ac- 
cepted, unless  a  consideration  has  been  paid  for  the  privilege 

>  This  means  only  that  if  not  withdrawn  the  offer  will  stand  and  may  be  accepted  at 
any  time  within  a  "reasonable  time." 


AGREEMENT.  15 

of  acceptance  for  a  definite  time  as  above  described.  A  formal 
notice  of  withdrawal  is  not  always  necessary,  as  when  the  party 
receiving  the  offer  becomes  aware  of  the  sale  of  the  property 
in  the  mean  time  to  another. 

When  an  offer  is  made  by  mail  or  telegraph  the  means  used 
for  communicating  the  offer  become  the  recognized  agent  of 
the  party  making  such  offer,  and  the  party  receiving  it  is  at 
liberty  to  accept  it  as  received,  even  though  a  mistake  may  have 
been  made  in  the  transmission  of  the  same.  Thus  if  an  offer  is 
made  by  telegraph,  and  an  error  has  been  made  in  transmitting 
the  same,  the  erroneous  proposition  may  be  accepted  either  by 
mail  or  telegraph,  and  the  party  making  such  offer  is  bound. 
His  only  remedy  is  to  sue  the  telegraph  company  for  damages. 
This  is  because  the  party  making  the  proposition  assumed  all 
responsibility  for  the  correctness  of  the  transmission  by  the 
agency  selected  by  him. 

When  an  offer  has  been  made  and  no  consideration  paid  to 
keep  it  open  for  a  given  time,  it  is  supposed  to  stand  for  what 
the  law  will  consider  a  reasonable  time,  the  actual  length  o*f 
time  depending  altogether  on  the  nature  of  the  transaction. 

15.  Qualified  Assent.    Whenever  a  proposition  made  by 
one  party  is  accepted  by  another  with  any  kind  of  qualification 
or  change  of  the  conditions  or  wording  of  the  original  propo- 
sition, such  an  acceptance  is  simply  the  making  of  a  counter 
proposition  to  the  first  party,  and  does  not  constitute  an  agree- 
ment until  such  party  has  in  turn  assented  fully  to  the  entire 
proposition  as  last  stated,  and  if  he  again  assents  to  the  proposi- 
tion with  further  changes  or  amendments,  it  becomes  again  a 
new  proposition,  which  must  be  agreed  to  by  the  second  party, 
before  it  becomes  binding  on  the  party  to  whom  it  is  sent.    The 
assent  which  finally  makes  of  the  offer  or  proposition  a  binding- 
contract,  is  the  full,  absolute,  and  unconditional  acceptance  of 
its  terms. 

16.  Qualified  Offers.    The  party  making  the  offer  has  the 
right  to  prescribe  in  it  the  time,  place,  form,  or  other  condition 
of  acceptance,  in  which  case  such  offer  can  be  accepted  only  in 


16  LAW  OF  CONTRACTS. 

the  manner  prescribed.  This  privilege  on  the  part  of  the  pro- 
poser does  not  enable  him  to  impose  the  condition,  however, 
that  a  failure  to  receive  an  acceptance  by  a  certain  time  will  be 
construed  as  an  acceptance.  In  other  words,  he  may  not  im- 
pose the  conditions  of  refusal. 

17.  Implied  Acceptance.     An  offer  may  be  accepted  by 
merely  acting  upon  it,  the  act  becoming  an  acceptance  from  the 
time  it  was  performed.    Thus  an  offer  to  purchase  goods  may 
be  accepted  by  simply  shipping  the  goods,  or  in  the  case  of  a 
published  offer  of  a  reward  for  the  apprehension  of  a  criminal, 
the  act  of  apprehending  is  construed  as  both  an  acceptance  and 
fulfillment  of  the  contract. 

18.  Failure  of  Agreement  by  Mistake.    The  parties  to  an 
agreement  are  bound  to  the  fulfillment  of  the  same  in  accord- 
ance with  the  plain  intent  and  meaning  of  the  language  used, 
whether  oral  or  written,  provided  the  meaning  of  this  language 
be  clear,  and  neither  party  is  allowed  to  plead  either  careless- 
ness in  the  reading  of  the  terms  thereof  or  ignorance  of  the 
meaning  of  the  language  used.    It  goes  almost  without  saying, 
however,  that  apparent  or  evident  mistakes  in  the  use  of  lan- 
guage will  be  corrected  by  the  court.    However,  the  following 
kinds  of  mistakes  will  lead  to  a  decision  that  no  contract  was 
really  entered  into  because  of  utter  failure  of  the  parties  to 
agree  to  the  same  thing. 

(a)  Mistake  concerning  nature  of  transaction,  as  where  a 
person,  by  mistake,  signs  a  document  of  an  entirely  different 
character  from  that  which  he  intended  to  sign,  as  where  he 
signs  a  bond  instead  of  a  petition,  or  a  deed  instead  of  a  lease, 
the  two  documents  being  similar  in  form  and  appearance.  In 
such  cases  it  is  held  that  the  "mind  of  the  signer  did  not  ac- 
company the  signature"  and  therefore  he  never  agreed  to  such 
a  proposition.  If  it  can  be  shown,  however,  that  the  mistake 
resulted  from  negligence  to  read  the  terms  of  the  proposition, 
and  that  while  the  signer  understood  in  a  general  way  the 
character  of  the  document,  but  did  not  read  it  over  carefully, 
or  perhaps  did  not  read  it  at  all,  he  will  be  held  to  the  contract 


AGREEMENT  17 

because  of  his  culpable  negligence.  This  only  holds  where  the 
plea  of  fraud  on  the  part  of  the  other  party  to  the  contract  is 
not  maintained. 

(b)  Mistake  concerning  person  with  whom  contract  is 
made,  as  "where  A  contracts  with  B,  thinking  that  he  is 
contracting  with  C,  there  can  obviously  be  no  contract,  for  B 
not  being  present  to  A's  mind,  A  can  not  be  a  consenting  party 
to  a  contract  with  B."  This,  of  course,  does  not  affect  contracts 
made  through  agents,  when  the  agency  is  declared. 

(c)  Mistake  concerning  Subject-matter  of  Contract.     If 
the  parties  contracting  engage  themselves  concerning  a  thing 
which  does  not  exist,  such  a  mistake  avoids  the  contract,  be- 
cause of  the  nonexistence  of  the  subject-matter.    This  applies 
to  property  which  may  have  ceased  to  exist  before  the  contract 
is  signed,  although  both  of  the  parties  were  ignorant  of  the  fact. 
In  all  cases,  however,  where  the  existence  of  the  subject-matter 
is  in  the  mind  of  the  proposer  more  or  less  doubtful  and  yet 
the  offer  which  he  makes  is  unconditional,  he  can  be  held  for 
damages  resulting  from  failure,  even  though  the  subject-matter 
be  nonexistent. 

A  mistake  prevents  the  consummation  of  a  contract  also, 
where  each  of  the  parties  has  in  mind  a  different  subject-matter 
from  the  other.  This  applies  to  mistakes  which  may  be  con- 
sidered legitimate,  as  where  the  same  words  apply  with  equal 
force  to  different  things,  or  in  the  case  of  an  oral  contract  where 
the  language  was  clearly  misunderstood,  from  a  failure  to  hear 
the  words  which  were  really  spoken. 

The  remedy  for  a  contract  entered  into  under  a  mistake  is 
the  privilege  of  repudiating  it  on  the  part  of  the  person  who 
made  the  mistake,  or  the  privilege  of  recovering,  by  a  suit  at 
law,  part  payment  which  may  have  been  made,  it  being  under- 
stood that  the  contract  has  riot  been  fully  executed  by  a  com- 
plete payment.  Or  the  case  may  be  brought  into  a  court  of 
equity,  and  justice  obtained  by  having  the  court  correct  the 
terms  of  the  agreement,  it  being  assumed  in  all  these  cases  that 
no  fraud  has  been  committed. 
2 


18  LAW  OF  CONTRACTS. 

19.  Misrepresentation  in  the  Contract.     In  order  that  a 
misrepresentation  of  facts  may  make  a  contract  invalid,  it  must 
have  been  made  with  a  fraudulent  intent.    The  mere  falsity  of 
a  statement  of  a  material  fact  in  the  contract,  however  much  it 
may  have  misled  the  other  party,  will  not  invalidate  the  docu- 
ment, unless  a  fraudulent  motive  accompanied  the  misrepre- 
sentation.    It  is  necessary,  therefore,  to  prove  the  motive  of 
the  misrepresentation  before  the  validity  of  the  contract  can  be 
passed  upon. 

If,  however,  a  particular  term  in  the  contract  or  some  integral 
part  of  it  is  based  upon  a  misstatement  of  fact,  which  term  or 
integral  part  can  be  passed  upon  separately  from  the  body  of 
the  contract,  such  a  misrepresentation  is  equivalent  to  a  prom- 
ise by  the  party  making  it,  and  if  not  fulfilled  the  other  party 
can  recover  damages.  This,  however,  does  not  invalidate  the 
contract  as  a  whole. 

A  nondisclosure  of  fact  is  equivalent  to  a  misrepresentation 
of  fact,  provided  the  disclosure  properly  accompanied  the  trans- 
action. ' 

Fraudulent  misrepresentation  will  be  treated  in  the  follow- 
ing article. 

Contracts  for  insurance,  whether  marine,  fire,  or  life,  and 
contracts  for  the  purchase  of  stock  in  corporations,  also  con- 
tracts between  parties  occupying  intimate  and  confidential  rela- 
tions with  each  other  may  be  invalidated  by  misrepresentation 
of  fact,  which  would  not  invalidate  ordinary  business  or  engi- 
neering contracts.  (See  a  general  treatise  on  the  Law  of  Con- 
tracts for  these  cases.) 

20.  Invalidity  of  Contract  through  Fraud.    As  a  general 
rule  fraud  vitiates  all  contracts.     That  is  to  say,  fraudulent 
misrepresentation  by  one  party  enables  the  other  or  injured 
party  to  declare  the  contract  void  from  fraud,  or  he  may  en- 
force the  contract  against  the  defrauding  party,  at  his  own 
option.    The  defrauding  party,  however,  has  no  option  or  privi- 
lege in  the  way  of  declaring  the  contract  void.    In  other  words, 


AGREEMENT.  19 

should  he  find  that  the  contract  was  adverse  to  his  interests,  he 
could  not  plead  his  own  fraudulent  act  to  his  own  benefit. 

Fraud  in  the  sense  here  used  consists  in  a  "false  representa- 
tion of  fact  made  by  the  party  who  is  charged  with  it,  with  a 
knowledge  of  its  falsity,  or  in  reckless  disregard  whether  it 
be  true  or  false,  with  the  intention  that  it  shall  be  acted  upon 
by  the  complaining  party,  and  actually  inducing  him  to  act  upon 
it  to  his  damage." 

"From  the  above  definition  the  following  essential  elements 
of  fraud  may  with  profit  be  stated  separately:  (a)  A  false  rep- 
resentation, (b)  A  misrepresentation  of  fact,  (c)  A  repre- 
sentation made  by  the  party  charged,  (d)  Knowledge  of  its 
falsity  or  a  reckless  indifference  in  the  matter,  (e)  An  inten- 
tion that  it  shall  be  acted  upon  by  the  other  party.  (/)  A  reli- 
ance upon  it  by  the  other  party,  (g)  Damage  to  the  party  de- 
ceived." Unless  each  and  every  one  of  the  above  essential  ele- 
ments of  fraudulent  misrepresentation  be  proved,  the  contract 
can  not  be  avoided  on  the  score  of  fraud. 

The  false  representation  also  must  refer  to  some  material 
fact.  Furthermore  the  concealment  or  nondisclosure  of  a  mate- 
rial fact  in  an  active  manner,  that  is  to  say,  an  active  preven- 
tion of  the  disclosure  of  material  facts,  may  constitute  fraudu- 
lent misrepresentation. 

Where  the  one  party  knows  that  he  is  being  trusted  by  the 
other  party  and  relied  upon  for  the  disclosure  of  material  facts, 
as  is  the  case  when  a  contractor  relies  upon  the  engineer  or 
architect  to  disclose  to  him  the  material  facts  pertaining  to  the 
work  to  be  done,  this  rule  will  be  more  rigidly  applied  than 
when  no  such  confidence  is  imposed. 

A  concealment  of  the  real  value  of  goods  shipped  by  express 
or  freight,  or  by  other  agency,  in  order  to  obtain  such  ship- 
ment at  a  lower  rate,  is  a  fraudulent  misrepresentation. 

While  the  vendor  of  seller  of  an  article  is  not  obliged  to  make 
known  to  the  purchaser  the  defects  of  the  article,  when  such 
defects  can  be  discovered  by  the  buyer,  yet  a  deliberate  hiding 


20  LAW  OF  CONTRACTS. 

of  such  defects  on  his  part  will  be  considered  a  fraudulent  mis- 
representation.   As  to  defects  which  can  not  be  discovered  b\ 
the  buyer,  the  vendor  is  bound  to  make  known  to  him  such  de 
fects  as  he  himself  may  be  aware  of. 

While  known  false  representation  of  the  quality  or  defects 
of  an  article  made  by  either  seller  or  buyer,  for  the  purpose  oi 
gaining  the  advantage  in  a  transaction  is  fraudulent,  the  pur- 
chaser, however,  is  not  obliged  to  disclose  his  knowledge  of 
the  real  value  of  an  article,  which  is  offered  to  him  below  it^ 
actual  value. 

On  questions  which  may  be  considered  matters  of  opinion 
rather  than  questions  of  fact,  misrepresentations  do  not  consti- 
tute fraud ;  only  misrepresentations  of  known  facts  fall  in  this 
category.  What  is  not  really  known  may  be  misrepresented 
without  invalidating  the  contract.  Neither  do  false  representa- 
tions of  future  intention,  or  of  questions  of  law,  constitute 
fraud. 

The  fraudulent  misrepresentation  must  have  been  made  by 
the  party  charged  or  by  his  agent,  or  with  his  connivance  and 
knowledge.  The  fraud  of  a  third  person  does  not  invalidate 
the  contract  between  two  others. 

The  misrepresentation  must  be  known  to  be  false.  Some  - 
times  a  contract  may  be  set  aside  because  of  violent  injustice 
resulting  from  a  false  representation,  which  was,  however, 
believed  to  be  true.  Frequently,  however,  a  party  may  make 
extravagant  statements  in  a  reckless  manner  for  the  purpose 
of  influencing  the  other  party  to  a  transaction,  not  knowing 
whether  his  statements  be  true  or  not.  In  such  a  case  the  will- 
ful negligence  or  recklessness  as  to  the  truth  of  his  positive 
statements  will  act  to  invalidate  the  contract,  provided  such 
statements  prove  to  be  false,  the  same  as  though  he  had  known 
them  to  be  false. 

The  false  statements  must  also  be  made  with  the  expecta- 
tion that  they  are  to  be  believed  and  acted  upon.  Extravagent 
affirmations  made  in  a  jocular  manner,  and  not  expected  to  be 
believed,  would  not  constitute  fraud. 


AGREEMENT,  21 

The  misrepresentation  must  be  accepted  as  true,  and  be  acted 
upon  before  the  fraud  is  perfected.  The  burden  of  proof  here 
lies  upon  the  party  charging  fraud,  to  show  that  he  did  really 
act  upon  the  statements  made.  It  is  not  necessary  that  he  shall 
show  that  the  fraudulent  statements  formed  the  sole  basis  of 
his  action.  He  need  only  show  that  they  contributed  mate- 
rially to  that  end,  and  that  the  action  would  not  have  been  con- 
summated without  them. 

A  false  representation  as  to  one  of  several  material  matters 
in  a  contract  operates  to  vitiate  the  entire  agreement. 

The  party  claiming  fraud  must  also  show  that  some  actual 
damage  has  been  suffered.  It  would  not  be  sufficient  cause  for 
the  annulling  of  a  contract  to  show  that  one  was  fraudulently 
led  to  the  payment  of  a  just  debt,  since  no  damage  has  in  this 
case  been  sustained. 

21.  Remedy  of  Party  Defrauded.  Immediately  on  discov- 
ering the  fraud  the  party  defrauded  should  take  action,  and  he 
has  his  option  of  the  following  courses,  the  last  two  being 
remedies. 

(a)  He  may  enforce  the  contract  against  the  defrauding 
party,  or  take  no  action  whatever,  and  allow  the  contract  to  be 
enforced  against  himself.  If  he  does  not  take  action  on  dis- 
covery of  the  fraud,  he  will  be  supposed  to  have  consented  to 
the  enforcement  of  the  contract,  notwithstanding  such  fraud, 
and  he  will  lose  his  option  of  resisting  such  enforcement. 

(&)  He  may  at  once  give  notice  of  the  rescission  or  rescind- 
ing of  the  contract  on  his  part,  because  of  fraud  claimed  to  have 
been  perpetrated  by  the  other  party,  and  he  may  bring  suit  to 
recover  damages,  or  he  may  either  by  word  or  act  give  evidence 
to  the  other  party  of  his  intention  to  treat  the  contract  as  null 
and  void. 

(c)  If  it  be  practicable  to  reinstate  the  parties  in  their  orig- 
inal relative  relations,  he  may  sue  for  such  restoration.  That 
is  to  say,  if  goods  have  been  delivered,  they  may  be  recovered 
if  practicable. 

Any  action  under  the  contract  in  the  way  of  acknowledging 


22  LAW  OF  CONTRACT& 

its  force  by  the  party  defrauded,  after  he  has  discovered  the 
fraud,  will  operate  to  make  the  contract  binding  upon  him,  as 
he  will  be  assumed  to  have  deliberately  forfeited  his  right  of 
rescission.  It  must  be  understood,  also,  that  he  can  not  con- 
sent to  the  operation  of  a  portion  of  the  contract  with  the  privi- 
lege of  rejecting  another  portion  of  it  to  which  the  fraud  may 
more  directly  relate.  Since  fraud  vitiates  the  entire  contract, 
the  defrauded  party  must  forfeit  his  privilege  of  rejection 
entirely  by  agreeing  to  its  terms  notwithstanding  the  fraud,  or 
he  must  reject  it  entirely  and  in  all  its  parts.  He  can  not  obtain 
the  benefit  of  a  part  and  reject  another  part. 

Outside  of  the  rights  described  above,  arising  under  the  con- 
tract itself,  the  defrauded  party  has  the  privilege  at  common 
law  of  bringing  action  for  deceit  to  cover  such  damage  as  he 
may  have  sustained  as  a  result  of  such  fraudulent  misrepresen- 
tation. This  action  is  in  addition  to  his  privilege  of  avoiding 
or  rescinding  the  contract  itself. 

Furthermore  a  party  defrauded  of  his  property  may  recap- 
ture it,  if  he  is  able  to  do  so  without  unnecessary  violence  and 
without  a  breach  of  the  peace,  without  recourse  to  the  law  and 
its  agencies. 

22.  Invalidity  of  Contract  through  Duress.    "A  person  is 
said  to  have  acted  under  duress  when  he  does  or  promises  to 
do  any  act  not  of  his  own  free  will,  but  in  consequence  of  un- 
lawful physical  restraint  imposed  by  another,  or  in  consequence 
of  threats  made  by  another,  either  to  do  him  some  great  bodily 
harm,  or  to  unlawfully  destroy  his  property,  or  deprive  him  of 
the  same.     Promises  made  under  duress  will  not  be  enforced, 
and  money  paid,  or  property  transferred  under  duress  may  be 
recovered." 

Contracts  entered  into  under  duress  as  above  defined  are 
voidable  at  the  option  of  the  constrained  party,  the  same  as 
though  fraud  had  been  perpetrated  upon  him.  The  contract  is 
not  voidable,  however,  at  the  option  of  the  other  party. 

23.  Invalility    of    Contract    through    Undue    Influence. 
Where  the  parties  occupy  a  confidential  relation  to  each  other, 


CONSIDERATION.  23 

or  from  long  association  and  other  peculiar  circumstances  af- 
fording the  proper  and  sufficient  opportunities,  courts  of  equity 
take  cognizance  of  what  may  be  called  undue  influence,  which 
may  act  the  same  as  fraud  in  persuading  the  person  to  enter 
into  an  unfair  and  unreasonable  contract.  Such  are  the  rela- 
tions of  the  members  of  one  family,  or  those  of  guardian  and 
ward,  attorney  and  client,  priest  and  parishioner,  physician  and 
patient,  as  well  as  those  where  mental  weakness  from  old  age 
or  sickness  and  the  like,  furnish  suitable  opportunities. 

The  remedies  in  the  case  of  undue  influence  are  the  same  as 
those  in  the  case  of  fraud,  except  that  the  influenced  party  does 
not  lose  his  rights  of  choice  of  remedies  by  delay  in  action,  since 
it  is  unfair  to  assume  that  such  a  party  can  suddenly  recover 
his  normal  independence. 


CONSIDERATION. 

24.  Consideration  Defined.  All  business  contracts  such 
as  an  engineer  will  be  called  upon  to  enforce  must  always  be 
supported  by  a  valuable  consideration;  otherwise  they  are  not 
enforceable.  As  such  a  consideration  is  always  named  and 
specifically  determined  in  all  engineering  contracts,  it  is  not 
necessary  to  go  into  that  subject  here  very  fully. 

A  "valuable  consideration"  in  the  eyes  of  the  law  is  "some 
right,  interest,  profit,  or  benefit,  accruing  to  one  party,  or  some 
forbearance,  detriment,  loss,  or  responsibility  given,  suffered, 
or  undertaken  by  the  other." 

Such  a  consideration  is  necessary  to  enforce  a  written  agree- 
ment the  same  as  would  be  necessary  with  an  oral  agreement. 

A  contract  under  seal,  however,  does  not  require  a  considera- 
tion to  enforce  it.  This  is  the  principal  and  characteristic  dif- 
ference between  contracts  under  seal,  and  ordinary  written  or 
oral  contracts,  both  of  which  latter  class  constitute  what  is 
known  as  simple  or  parol  agreements. 


24  LAW  OF  CONTRACTS. 

It  is  not  necessary  that  the  consideration  be  named  in  the 
agreement,  or  that  the  fact  of  consideration  should  appear  in 
the  agreement;  it  is  only  necessary  that  there  shall  be  a  con- 
sideration in  fact. 

In  cases  of  promissory  notes  and  other  negotiable  paper,  the 
presumption  is  that  there  was  in  fact  a  consideration,  whether 
named  in  the  document  or  not,  and  the  burden  of  proof  rests 
upon  the  maker  of  the  note  to  show  that  there  was  in  fact  no 
consideration. 

In  the  states  of  California,  Iowa,  Indiana,  Kansas,  Kentucky 
and  Missouri,  an  agreement  made  in  writing  is  presumed  by 
statute  law  to  be  founded  on  a  consideration,  and  is  therefore 
placed  on  the  same  basis  as  holds  generally  for  negotiable 
paper.  Here  again  the  burden  of  proof  rests  upon  the  defend- 
ant to  show  that  there  was  in  fact  no  consideration. "  In  both 
the  above  cases  if  it  can  be  shown  that  the  promise  was  not  sup- 
ported by  what  the  law  will  construe  as  a  valuable  considera- 
tion, the  agreement  or  contract  fails.  But  mutual  promises  are 
each  a  consideration  to  support  the  other.1 

A  promise  made  without  a  valuable  consideration  is  con- 
strued by  the  law  to  be  gratuitous,  and  not  enforceable,  even 
though  the  party  to  whom  it  was  made  has  acted  upon  it,  and 
has  sustained  serious  loss  or  damage  thereby. 

25.  Adequacy  of  Consideration.  It  is  not  necessary  that 
the  consideration  named,  or  implied,  or  shown  to  exist  by  any 
acceptable  evidence  shall  be  adequate  to  support  the  promise. 
vSo  long  as  it  is  valuable  at  all,  in  the  sense  defined  in  the  previ- 
ous article  it  will  support  the  full  promise.  The  question  of 
adequacy  of  consideration  will  not  be  allowed  to  be  put  in  evi- 
dence except  for  some  ulterior  purpose,  as  when  it  is  attempted 
to  prove  fraud. 

Here  the  law  seems  to  conflict  with  the  principles  of  right 
and  justice ;  but  for  the  court  to  inquire  into  the  adequacy  of  a 
consideration  would  make  nearly  all  contracts  subject  to  litiga- 
tion and  the  freedom  and  rights  of  the  individual  would  be 

1  This  is  termed  a  bilateral  contract. 


CONSIDERATION.  25 

greatly  curtailed.  This  rule  as  to  adequacy,  however,  does  not 
apply  to  the  exchange  of  sums  of  money,  for  instance,  whose 
absolute  values  are  fixed  and  known.  In  this  case  the  consid- 
eration must  be  adequate  and  equal. 

When  the  consideration  is  grossly  inadequate,  suit  may  be 
brought  in  equity  and  the  courts  will  in  that  case  sometimes 
vary  the  terms  of  the  agreement  in  the  interest  of  justice. 

Neither  is  it  necessary  that  the  consideration  should  have  any 
assignable  money  value,  as  is  plainly  implied  in  the  definition 
of  a  consideration  given  in  the  previous  article.  Thus  mutual 
promises  are  each  a  consideration  for  the  enforcement  of  the 
other,  but  when  the  promise  of  one  of  the  parties  includes  no 
more  than  it  was  already  his  legal  'duty  to  perform,  such  a 
promise  will  not  support  a  promise  made  by  the  opposite  party. 
For  example,  if  A  owes  B  a  sum  of  money,  and  interest  thereon 
which  is  due,  and  A  promises  to  pay  B  the  interest  if  he  will 
extend  the  loan,  which  B  promises  to  do,  here  B's  promise  to 
extend  the  loan  is  not  supported  by  a  valuable  consideration 
and  is  therefore  not  enforceable.  Again,  a  promise  to  pay  to  a 
.public  officer  more  than  his  lawful  fee  for  the  performance  of 
a  public  duty,  is  not  enforceable. 

26.  Agreement  to  Take  Less  than  is  Due.  A  very  com- 
mon case  in  the  execution  of  contracts  is  that  of  an  agreement 
by  one  of  the  parties  to  receive  or  accept  less  than  the  contract 
calls  for.  It  is  important  here  to  distinguish  between  sums  of 
money  or  matters  which  are  in  dispute,  and  sums  of  money  or 
matters  which  are  not  in  dispute. 

If  one  of  the  parties  agrees  to  accept  a  sum  of  money  less 
than  that  which  is  avowedly  due  him,  such  an  agreement  is 
not  enforceable,  because  of  failure  of  consideration,  unless  some 
condition  of  performance  accompanied  the  offer  which  may  be 
construed  as  a  consideration.  If,  however,  the  sum  of  money 
claimed  by  A  is  disputed  by  the  other  party  B,  and  never  has 
been  acknowledged  by  B  as  being  the  amount  owed,  then  and 
in  that  case  an  agreement  on  the  part  of  A  to  accept  less  than 
his  claim,  when  accepted  by  B,  is  enforceable.  This  is  because 


26  LAW  OF  CONTRACTS. 

no  agreement  had  been  made  previous  to  this  compromise  ar- 
rangement. 

Similarly  an  agreement  on  the  part  of  the  owner  to  accept 
a  less  amount  of  work  or  a  cheaper  construction  on  the  part  of 
the  contractor  than  that  contained  in  the  written  specifications 
is  not  enforceable,  unless  it  is  supported  by  some  further  act 
on  the  part  of  the  contractor,  or  by  a  corresponding  change  in 
the  price  of  the  work,  which  may  be  construed  as  a  considera- 
tion. If,  however,  the  original  -contract  provided  for  such 
changes  as  these  by  agreement  without  further  consideration, 
such  further  agreements  simply  modify  the  terms  of  the  orig- 
inal contract  and  become  a  part  thereof  without  a  new  consid- 
eration being  required. 

Where  several  creditors  enter  into  a  mutual  agreement 
among  themselves  and  with  the  debtor  to  take  less  than  is 
acknowledged  to  be  due  them,  and  to  discharge  their  several 
debts,  such  an  agreement  is  held  to  rest  on  a  sufficient  consid- 
eration, since  these  mutual  promises  are  evidently  for  their 
mutual  benefit,  and  therefore  all  do  receive  a  valuable  consid- 
eration in  support  of  such  promises. 

If  it  is  desired  or  intended  that  an  agreement  shall  hold  with- 
out a  corresponding  consideration,  such  as  have  been  referred 
to  above,  it  is  only  necessary  to  execute  the  new  agreement 
under  seal,  in  which  case  a  consideration  is  not  required. 

When  a  person  brings  suit  against  another  or  threatens  to 
do  so,  for  a  sum  of  money  claimed  in  good  faith  to  be  due,  not 
evidenced  by  a'  note  or  promise  to  pay,  the  dismissal  of  such 
suit,  or  a  promise  not  to  bring  it,  is  a  sufficient  consideration  for 
a  promise  by  the  party  sued,  or  threatened  to  be  sued,  to  pay  to 
the  claimant  a  sum  of  money,  or  for  a  promise  to  do  any  other 
lawful  act. 

In  the  case  of  an  engineering  contract,  an  agreement  by  the 
parties  to  vary  the  terms  of  the  original  contract,  which  varia- 
tion may  not  have  been  provided  for  in  such  contract,  an  agree- 
ment to  vary  the  conditions  in  one  particular  must  be  supported 
by  a  consideration  in  the  way  of  an  agreement  to  vary  the  terms 


CONSIDERATION.  27 

of  the  original  contract  in  some  other  particular  which  may  be 
accepted  as  a  consideration,  or  some  other  and  new  considera- 
tion must  be  provided  for  in  order  to  support  such  agreement. 
Thus,  if  A  has  agreed  to  build  a  house  for  B  in  accordance 
with  certain  plans  and  specifications  with  no  provision  for 
changes  of  plan,  if  B  consents  to  a  change  in  the  plans  by  which 
the  cost  is  reduced,  without  any  consideration  being  agreed 
upon  or  mentioned  for  such  change  of  plans,  B  has  the  privi- 
lege of  changing  his  mind,  and  of  enforcing  the  original  agree- 
ment, since  the  second  agreement  was  not  supported  by  a  con- 
sideration. In  like  manner,  should  A  consent  to  a  change  of 
plans  without  naming  a  consideration  he  can  not  be  held  to 
such  an  agreement  even  though  it  be  made  in  writing,  but  may 
continue  to  carry  out  the  original  agreement,  which  alone  is 
binding.  In  other  words,  all  subsequent  or  auxiliary  agree- 
ments or  changes  in  the  original  contract  not  provided  for  in 
the  original  document  are  in  fact  new  contracts  and  must  each 
and  all  be  supported  by  a  consideration. 

Promises  or  contracts  which  have  been  fully  executed  can 
not  be  inquired  into  by  law,  as  to  whether  there  may  have  been 
no  consideration.  Thus  money  which  has  been  paid  without 
consideration  can  not  be  recovered,  and  for  work  executed  be- 
fore a  promise  to  pay  has  been  given  or  implied,  no  recovery 
or  compensation  can  be  obtained. 

Of  this  general  character  are  gifts  which  have  been  made, 
the  article  having  been  delivered  to  the  donee.  They  can  not 
be  recovered,  neither  can  payment  for  them  be  enforced.  An 
exception  to  this  is  where  property  has  been  given  away  to 
defraud  creditors.  In  this  case  the  person  receiving  the  gift 
may  be  compelled  to  restore  it  to  the  creditor,  or  so  much  there- 
of as  will  discharge  the  creditor's  claim  against  the  donor. 

27.  As  to  Waiver  of  Legal  Rights.  An  apparent  excep- 
tion to  the  general  rule  that  a  promise  must  be  supported  by  a 
consideration  is  an  agreement  to  waive  a  statutory  right  of 
defense.  Thus  "a  promise  to  pay  a  debt  barred  by  the  statute 
of  "limitations,  or  by  a  discharge  in  bankruptcy,  though  made 


28  LAW  OF  CONTRACTS. 

without  consideration  is  enforceable,  and  a  promise  by  an  en- 
dorser of  a  bill  or  note  to  pay  it,  although  the  endorser  knows 
that  he  has  been  released  from  all  liability,  from  the  note  not 
having  been  protested  when  due,  is  likewise  binding."  In  these 
cases  the  new  promise  is  equivalent  simply  to  waiving  the  legal 
rights  of  the  party,  after  which  the  old  promise  is  again  re- 
stored to  its  legal  status,  which  former  promise  was  supported 
by  a  consideration. 

"But  when  a  debt  has  been  canceled  by  the  act  of  the  parties, 
as  by  a  release  under  seal,  which  would  require  no  considera- 
tion, a  subsequent  promise  to  pay  the  debt,  notwithstanding  the 
release,  is  not  valid  unless  supported  by  a  consideration."  In 
this  case  the  former  promise  or  agreement  had  been  obliterated 
by  a  subsequent  release  under  seal,  and  hence  a  new  contract 
would  have  to  be  made. 


CONTRACTS  UNDER  SEAL. 

28.  Classes  of  Sealed  Contracts.    While  any  contract  may 

be  executed  under  seal,  and  so  become  a  sealed  contract,  under 
the  common  law,  the  following  must  be  executed  under  seal  to 
become  binding,  namely:  (a)  Gratuitous  promises,  (b)  Con- 
tracts with  corporations,  (c)  Conveyances  of  real  estate. 
(d)  Bonds. 

(a)  If  it  is  the  purpose  to  make  a  gratuitous  promise  legally 
binding  on  the  parties,  it  must  be  executed  under  seal,  and 
when  so  executed  the  absence  of  a  consideration  will  not  in- 
validate it. 

(b)  The  common  law  rule  that  contracts  with  corporations 
must  be  executed  under  seal  no  longer  obtains  in  the  United 
States.     Here  a  contract  entered  into  with  the  proper  officers 
of  a  corporation  is  valid  without  being  sealed,  the  same  as 
though  made  with  an  individual,  unless  the  charter  of  the  cor- 
poration specifically  requires  all  contracts  to  be  made  under 
seal. 


PAROL  CONTRACTS.  29 

(c)  Deeds  and  mortgages  do  still  in  this  country  require  the 
presence  of  a  seal,  except  where  a  special  statute  provides  other- 
wise.1 

(d)  A  bond  is  an  instrument  under  seal  whereby  one  ac- 
knowledges himself  indebted  to  another  in  a  specified  sum,  gen- 
erally but  not  necessarily  conditioned  on  the  performance  of 
some  act.    Thus  bondsmen  or  sureties  in  the  case  of  an  engi- 
neering contract  are  those  who  sign  an  obligation  or  acknowl- 
edgment of  indebtedness  in  favor  of  the  party  letting  the  work, 
in  a  specified  sum,  conditioned  on  the  faithful  execution  of 
the  work  which  the  contractor  has  undertaken  to  perform. 
Such  an  instrument,  called  a  bond,  should  be  executed  under 
seal. 

The  significance  of  a  seal  is  losing  its  force  in  America.  In 
some  states  a  seal  no  longer  has  any  significance  whatever,  so 
that  even  when  present  in  due  form,  it  does  not  import  a  con- 
sideration, but  such  consideration  must  be  proved  the  same  as 
for  a  simple  or  parol  contract.  The  plain  intent  of  the  parties 
is  the  controlling  factor.  The  rules  given  above  are  the  com- 
mon law  rules  and  still  have  more  or  less  force  in  some  states. 


PAROL  CONTRACTS. 

29.  Oral  and  Written  Contracts.  All  contracts,  either 
oral  or  written,  not  executed  under  seal,  are  called  simple  or 
parol  contracts. 

An  oral  contract  has  all  the  force  of  a  simple  written  con- 
tract, but  it  is  subject  to  difficulties  in  the  way  of  establishing 
or  proving  its  terms,  which  a  written  contract  is  comparatively 
free  from.  A  large  proportion  of  the  litigation  arising  from 
the  nonfulfillment  of  contracts  is  caused  by  a  failure  to  reduce 
the  terms  of  the  contract  to  writing. 

'This  is  true  in  Ohio,  Indiana,  Iowa,  Kansas,  Nebraska,  Tennessee,  Texas,  Ken- 
tucky, and  Mississippi. 


30  LAW  OF  CONTRACTS. 

An  ural  or  written  contract  can  be  modified  by  subsequent 
agreements,  and  such  subsequent  agreements  become  a  part  of 
the  original  contract.  A  written  contract,  however,  has  this 
advantage  over  an  oral  contract :  It  is  presumed  in  law  to  em- 
body all  understandings  and  agreements  made  at  the  time  of, 
or  previous  to,  the  signing  of  the  contract.  No  oral  evidence 
can  be  admitted  therefore  as  to  agreements  or  understandings 
made  at  the  time  of  the  written  agreement  or  antecedent 
thereto  which  would  modify  its  terms.  Evidence  will  be  re- 
ceived, however,  as  to  oral  or  written  agreements  made  subse- 
quent to  the  signing  of  the  written  contract  which  may  modify 
its  terms. 

It  is  allowable,  however,  to  admit  testimony  as  to  oral  agree- 
ments or  understandings  made  prior  to,  or  contemporaneous 
with,  the  signing  of  the  contract,  for  the  purpose  of  proving 
fraud  and  deception. 

Such  evidence  may  also  be  introduced  for  the  purpose  of 
proving  duress  or  mistake  in  the  drafting  of  the  contract.  It 
can  not  be  introduced  for  the  purpose  of  modifying  its  terms, 
since  it  must  be  assumed  that  all  the  essential  or  material  mat- 
ters in  the  agreement  were  embodied  in  the  written  contract. 

Subsequent  oral  or  written  agreement  modifying  the  terms 
of  the  original  contract  requires  a  separate  and  distinct  consid- 
eration to  support  it,  unless  the  original  contract  contained  spe- 
cial provision  for  such  changes,  in  which  case  they  must  be 
made  in  accordance  therewith,  and  may  or  may  not  require  a 
new  consideration. 


ASSIGNMENTS  OF  CONTRACTS. 

30.  When  Assignments  Can  Be  Made.  All  contracts  and 
agreements  can  in  general  be  assigned  by  either  party,  and  the 
contract  enforced  by  the  assignee,  except  such  contracts  or 
agreements  as  involve  a  personal  trust  or  confidence  in  one  oJ 
both  of  the  parties.  Evidently  trust  and  confidence  in  the  skill 


CONSTRUCTION  OF  THE  CONTRACT.  31 

or  professional  ability  of  another  can  not  be  assigned,  and 
when  such  trust  is  a  material  element  in  the  contract  there  can 
be  no  assignment.  Of  such  character  are  nearly  all  kinds  of 
personal  services,  except,  perhaps,  the  most  common  labor. 

All  building  and  engineering  contracts  are  assignable,  unless 
the  writings  themselves  contain  conditions  denying  such  privi- 
lege. It  is,  however,  common  to  insert  such  a  clause  in  all  engi- 
neering contracts  by  which  they  then  become  nonassignable. 

31.  Notice  of  Assignment  Necessary.  While  an  assign- 
ment is  effectual  as  between  the  assignor  and  assignee,  from 
the  moment  it  is  made,  it  does  not  bind  the  other  party  to  the 
original  contract  until  he  has  received  notice  of  the  assignment. 
Without  such  notice  any  performance  on  his  part  in  favor  of 
the  original  party  or  assignor  releases  him  to  that  extent  with 
the  assignee.  It  is  necessary,  therefore,  to  give  prompt  notice 
of  all  assignments  to  all  the  parties  concerned.  After  such  no- 
tice has  been  given,  all  parties  become  bound  to  the  assignee, 
the  same  as  they  had  formerly  been  to  the  assignor. 

An  exception  to  the  rule  of  the  necessity  of  giving  notice 
obtains  in  the  case  of  what  is  called  negotiable  paper.  The 
transfer  of  such  contracts  is  not  called  assignment,  the  docu 
ment  itself  carrying  with  it  its  own  evidence  of  ownership. 
Such  documents  are  bills  of  exchange,  bank  checks,  promissory 
notes,  bills  of  lading,  certificates  of  deposit,  certain  kinds  of 
bonds  and  coupons,  warehouse  receipts,  and  bank  bills. 


CONSTRUCTION  OF  THE  CONTRACT. 

32.  The  Original  Contract.  An  original  written  contract 
is  presumed  to  embody  all  the  agreements  made  at,  or  previous 
to,  the  time  of  its  signing.  No  oral  evidence  will  be  admitted 
to  explain  or  supplement  the  terms  expressed  in  the  written 
contract,  provided  these  are  clear  and  plain.  It  is  permissible. 


32  LAW  OF  CONTRACTS. 

however,  to  modify  the  terms  of  any  written  contract  by  sub- 
sequent oral  or  written  agreements.  It  is  also  permissible  to 
submit  evidence  as  to  contemporaneous  oral  agreements  which 
supplement  or  explain  the  terms  imposed  in  the  contract,  pro- 
vided these  be  not  inconsistent  with  the  terms  of  the  written 
document. 

Oral  evidence  is  also  admissible  to  explain  the  identity  of 
the  parties,  or  the  existence  of  an  agency,  the  identity  of  the 
subject-matter,  and  the  sense  in  which  certain  unusual  or  tech- 
nical words  have  been  used. 

Oral  evidence  is  also  admissible  to  explain  any  latent  am- 
biguity in  the  instrument,  as  where  more  than  one  meaning 
may  be  given  to  a  word  or  phrase ;  but  in  the  case  of  a  patent 
ambiguity,  that  is  to  say,  an  ambiguity  apparent  on  the  face  of 
the  instrument  itself,  and  which  is  meaningless  without  oral 
explanation,  such  an  ambiguity  will  make  the  contract  void. 

33.  The  Explanation  of  Technical  Terms  in  Contracts. 
In  all  cases  where  either  common  or  uncommon  words  are 
used  in  a  technical  sense,  or  in  a  sense  peculiar  to  a  given  trade 
or  business,  in  which  custom  has  given  to  such  expressions 
particular  and  definite  meanings,  oral  testimony  can  be  re- 
ceived for  the  purpose  of  explaining  the  real  meaning  of  such 
terms.  Furthermore,  the  meaning  which  the  law  will  enforce 
is  that  which  such  a  term  has  in  that  neighborhood,  or  with  the 
parties  to  the  contract.  In  such  cases  the  common  usage  or 
custom  will  fix  the  meaning  of  the  technical  words  used. 

In  other  cases  oral  evidence  may  be  introduced  to  explain  the 
real  meaning  of  a  contract,  where  custom  or  usage  caused  the 
meaning  to  be  clear  to  the  parties  themselves  when  the  con- 
tract was  signed,  but  which  would  not  be  understood  by  stran- 
gers to  such  usages. 

In  order  that  a  contract  may  be  interpreted  in  the  light  of 
custom  or  usage,  such  custom  or  usage  must  be  certain,  definite, 
and  uniform  in  that  district,  or  between  the  parties  to  the  con- 
tract. Unless  it  is  a  universal  custom  or  usage  as  between  the 
parties,  it  can  not  be  received  as  positive  evidence  of  meaning. 


CONSTRUCTION  OF  THE  CONTRACT:  33 

Furthermore  such  custom  and  usage  must  have  been  continu- 
ous and  uninterrupted  up  to  and  including  the  time  of  the  trans- 
action in  question.  Thus  one  or  more  acts  do  not  establish  a 
custom  as  between  the  parties,  and  a  few  illustrative  examples 
will  not  serve  to  establish  a  usage. 

When  the  explanation  rests  upon  usage  in  the  neighborhood, 
such  usage  must  be  general  and  a  knowledge  of  it  must  be  com- 
mon, so  that  it  may  have  been  presumed  to  have  been  known 
to  the  parties  to  the  contract 

Such  custom  or  usage  must  be  reasonable,  and  must  have 
been  generally  assented  to,  and  complied  with  without  protest, 
in  order  to  become  binding  in  explaining  the  terms  of  a  con- 
tract. 

Such  custom  or  usage,  also,  must  not  be  repugnant  to  any 
of  the  express  terms  of  the  contract  itself,  neither  must  it  con- 
travene a  state  statute,  city  ordinance,  or  conflict  with  the  law 
of  public  policy. 

34.  Rules  of  Construction. 

J.  The  first  and  principal  rule  to  be  followed  in  the  construc- 
tion of  contracts  is  to  ascertain  the  real  intention  of  the  parties 
at  the  time  the  contract  was  signed.  In  fact  all  rules  are  merged 
in  this  one,  and  have  for  their  object  the  determination  of  the 
original  real  meaning  of  the  document. 

2.  In  arriving  at  this  real  meaning,  the  words  used  must  be 
understood  in  their  ordinary  and  popular  meaning,  when  these 
do  not  have  a  technical  significance,  as  indicated  in  the  previ- 
ous article.  In  all  other  cases,  the  language  is  supposed  to 
mean  what  it  would  ordinarily  be  understood  to  mean  under 
the  given  circumstances  of  time  and  place,  and  as  between  the 
given  parties. 

j.  Furthermore  the  whole  instrument  must  be  looked  to, 
and  all  the  terms  thereof  made  effective  if  possible.  The  whole 
instrument  will  be  construed,  also,  in  construing  any  latent  am- 
biguity which  may  pertain  to  any  given  part.  Where  more  than 
one  document  enteres  into  a  general  agreement  they  shall  all 
be  taken  into  account  in  the  construction  of  the  entire  contract. 
3 


34  LAW  OF  CONTRACTS. 

Words  may  be  wholly  rejected  which  are  inconsistent  with  the 
manifest  intention  of  the  parties. 

If  a  portion  of  the  contract  is  printed  and  other  portions  writ- 
ten, the  latter  will  take  precedence  over  the  former,  when  they 
are  found  to  conflict. 

Where  both  general  and  specific  terms  have  been  used  in  de- 
scribing the  same  thing,  the  agreement  will  be  limited  to  the 
scope  of  the  more  specific  terms,  and  may  not  be  applied  to  the 
more  general. 

Doubtful  words  will  be  construed  more  strongly  against  the 
party  who  used  them.  This  is  based  on  the  principle  that  a 
man  is  responsible  for  ambiguities  in  his  own  expressions.  Thus 
a  deed  is  construed  most  strongly  against  the  grantor,  and  a 
clause  in  a  promissory  note  will  be  construed  most  strongly 
against  the  maker.  Such  a  prejudice,  however,  is  never  exer- 
cised against  either  party,  if  possible  to  avoid  it. 


CONTRACTS  REQUIRED  TO  BE  IN  WRITING. 

35.  The  Statute  of  Frauds.  In  the  year  1676  the  English 
Parliament  passed  "An  act  for  the  prevention  of  frauds  and 
perjuries"  which  has  become  common  law  for  this  country 
where  it  is  not  replaced  by  statutes  in  the  various  states  cover- 
ing the  same  ground.  In  either  case  where  reference  is  had  to 
the  original  English  enactment  or  to  the  corresponding  statutes 
in  the  various  states,  this  law  is  commonly  referred  to  as  the 
"Statute  of  Frauds."  The  object  of  such  a  law  is  to  prevent 
litigation  and  fraud  by  requiring  certain  kinds  of  contracts  to 
be  in  writing.  These  in  general  relate  to  the  official  acts  of  ex- 
ecutors or  administrators,  marriage  contracts,  to  the  sale  and 
transfer  of  real  estate,  to  agreements  which  can  not  be  per- 
formed inside  of  one  year,  and  other  contracts  for  the  sale  of 
goods,  wares,  and  merchandise  of  a  value  greater  than  $50. 
As  only  the  last  two  of  these  pertain  to  the  character  of  the 
present  work  they  alone  will  be  discussed  here. 


CONTRACTS  REQUIRED  TO  BE  IN  WRITING.  35 

36.  Agreements  Which  Can  Not  Be  Performed  within 
One  Year.    The  English  statute  provides  that  "no  action 
shall  be  brought  whereby  to  charge  any  person  upon  any  agree- 
ment that  is  not  to  be  performed  within  the  space  of  one  year 
from  the  making  thereof,  unless  the  agreement  upon  which 
such  action  shall  be  brought,  or  some  memorandum  or  note 
thereof,  shall  be  in  writing  and  signed  by  the  party  to  be 
charged  therewith,  or  some  other  person  thereunto  by  him  law- 
fully authorized."    That  is  to  say,  contracts  which  can  not  be 
performed  within  one  year  from  the  date  thereof  must  be  in 
writing.    This  is  construed  as  meaning  that  the  necessity  for 
a  written  contract  only  holds  when  the  performance  within  one 
year  is  demonstrably  impossible.    If  by  any  possibility  it  may 
be  fully  performed  within  one  year,  an  oral  contract  is  valid. 

Thus  a  contract  for  a  year's  service,  to  be  entered  upon  at 
a  future  time,  can  not  be  performed  within  one  year,  and  hence 
must  be  in  writing.  Or  in  the  absence  of  a  written  contract  to 
this  effect  an  oral  agreement  can  not  be  enforced,  and  either 
party  is  at  liberty  to  annul  the  contract  at  pleasure.  Where 
services  have  been  rendered,  however,  under  an  oral  contract 
which  by  this  clause  ought  to  have  been  in  writing,  the  party 
benefited  must  pay  for  them. 

Thus,  also,  a  contract  for  the  carrying  out  of  any  engineering 
construction,  if  it  plainly  can  not  be  completed  within  one  year, 
is  not  binding,  unless  it  be  in  writing. 

37.  Contracts  of  Sale  Where  the  Value  Is  More  than  $50. 
Another  clause  in  the  same  original  English  statute  reads  as 
follows :  "No  contract  for  the  sale  of  any  goods,  wares  or  mer- 
chandise, for  the  price  of  ten  pounds  sterling  or  upwards,  shall 
be  allowed  to  be  good  except  the  buyer  shall  accept  part  of  the 
goods  so  sold,  and  actually  receive  the  same,  or  give  something 
in  earnest  to  bind  the  bargain,  or  in  part  of  payment,  or  that 
some  note  or  memorandum  in  writing  of  said  bargain  be  made, 
and  signed  by  the  parties  to  be  charged  by  such  contract  or 
their  agents  thereunto  lawfully  authorized." 

Similar  statutes  have  been  enacted  in  this  country  in  which 


36  LAW  OF  CONTRACTS. 

the  limit  of  the  value  of  the  goods  sold  is  usually  placed  at  $50, 
while  in  Maine  and  in  New  Jersey  it  is  placed  at  $30.  For  all 
values  over  these  amounts  the  contracts  must  be  in  writing  or, 
as  stated  in  the  statutes,  the  buyer  must  give  proof  of  his  agree- 
ment by  accepting  and  receiving  a  portion  of  the  same  or  by 
part  payment  for  the  same. 

It  must  be  noted,  however,  that  a  contract  for  labor  is  not 
included  in  the  statute.  The  limit  of  value  here  used  applies 
not  to  individual  articles  but  to  the  sum  total  of  the  articles 
named  in  the  transaction. 


SUBSEQUENT  CHANGES  AND  AGREEMENTS. 

38.  The  General  Rule.  In  general  any  oral  or  written 
agreement  may  be  altered  at  pleasure  after  it  has  been  signed, 
when  this  is  done  by  mutual  consent.  Alterations  made  at  the 
time  of,  or  previous  to,  the  signing  of  the  instrument  become 
elements  in  the  original  contract. 

Any  change  by  mutual  consent  in  the  terms  of  an  agreement 
after  it  has  been  signed  makes  a  new  contract  out  of  the  orig- 
inal agreement,  and  because  of  this  a  surety  or  a  third  party 
to  the  agreement  not  consenting  to  the  change  is  released  from 
all  obligation.  The  new  contract  remains  good  as  to  those  who 
consent  to  the  change.  In  the  case  of  engineering  contracts 
where  it  is  common  to  have  sureties  or  bondsmen  who  guar- 
antee faithful  performance,  such  sureties  must  always  be  con- 
sulted and  their  consent  obtained  to  any  material  change  in  the 
original  contract  which  may  be  mutually  agreed  on  by  the  prin- 
cipals. In  default  of  such  reference  and  consent  on  the  part  of 
the  sureties,  they  become  discharged  from  all  liability.1 

Even  though  the  written  contract  has  a  clause  forbidding 
any  oral  alteration  in  it,  and  declaring  that  no  change  shall  be 
made  in  it  except  in  writing,  such  a  provision  is  void,  and  the 

1  See  special  clause,  to  be  inserted  in  the  bond  itself  to  provide  for  such  changes, 

?.  508. 


SUBSEQUENT  CHANGES  AND  AGREEMENTS.  37 

contract  may  be  altered  by  oral  agreement  notwithstanding. 
This  is  because  in  law  oral  and  written  agreements  are  of  the 
same  class,  both  being  simple  or  parol  contracts,  and  hence  are 
of  equal  force  and  effect.  An  agreement  in  writing,  therefore, 
by  the  parties,  to  forfeit  their  legal  rights,  does  not  operate  to 
change  the  law  in  this  respect,  and  their  rights  can  not  be  for- 
feited by  such  an  agreement.  One  of  these  rights  is  the  privi- 
lege of  modifying  the  contract  by  oral  agreement. 

Where  contracts  are  illegal  except  when  they  are  in  writing, 
as  under  the  Statute  of  Frauds,  it  follows  that  such  a  written 
contract  can  not  be  modified  by  oral  agreement,  since  this  would 
circumvent  the  law  as  applied  to  such  cases.  This  also  applies 
to  promissory  notes  and  other  commercial  paper.  Oral  agree- 
ments in  regard  to  them  are  invalid,  as  they  would  work  in- 
justice to  innocent  parties. 

Written  contracts  executed  under  seal,  not  required  by  law 
to  be  so,  may  be  modified  or  altered  by  either  written  or  oral 
agreements,  but  when  this  is  done  the  whole  contract  is  reduced 
to  the  force  and  significance  of  a  simple  or  parol  agreement, 
and  no  longer  remains  a  specialty. 

Furthermore  this  can  only  be  done  in  the  case  of  a  sealed 
contract,  when  the  new  agreement  or  alteration  rests  upon  a 
new  and  separate  consideration.  Where  the  seal  is  required 
by  law,  alterations  must  also  be  made  under  seal.  If,  however, 
all  the  parties  to  the  original  agreement  are  together,  and  the 
instrument  is  changed  by  the  principals  who  signed  and  sealed 
it,  in  the  presence  of  all,  and  with  the  consent  of  all,  the  altera- 
tions are  valid. 

39.  Results  of  Alterations  of  the  Contract.  This  is  one  of 
the  most  important  subjects  connected  with  the  execution  of 
engineering  work.  Very  seldom  is  an  engineering  or  archi- 
tectural project  constructed  strictly  in  accordance  with  the  orig- 
inal plans  and  specifications.  Usually  the  contract  itself  pro- 
vides for  changes  in  plans  and  specifications,  and  in  general 
changes  must  be  made  in  accordance  with  such  provisions.1 

1  One  exception  to  this  rule  is  given  in  the  previous  article,  where  the  contract  pro- 
vides that  changes  shall  be  made  only  in  writing. 


38  LAW  OF  CONTRACT& 

While  the  court  decisions  are  extremely  various  and  fre- 
quently directly  opposed  to  each  other  in  their  enforcements  of 
contracts  which  have  been  changed  more  or  less  after  they  have 
been  signed,  it  is  thought  the  following  is  a  fair  interpretation 
of  the  intent  of  most  of  the  authorities  in  passing  on  such  cases : 

(a)  Changes  in  the  contract  will  not  operate  to  annul  the 
original  contract  unless  such  was  the  plain  intent  of  the  par- 
ties, and  so  long  as  any  portion  of  the  original  contract  may 
fairly  be  construed  as  remaining  in  force.1 

(b)  In  general,  every  change  made  in  a  contract  after  it  has 
been  signed  should  be  based  on  some  kind  of  a  legal  considera- 
tion.   Thus,  if  a  change  is  made  which  involves  an  addition  to 
the  cost  of  the  work,  it  should  be  accompanied  and  sustained 
by  a  corresponding  increase  in  the  compensation  or  price,  or 
by  a  corresponding  reduction  in  some  other  part  of  the  work, 
or  by  a  corresponding  accommodation  of  some  character  in 
favor  of  the  other  party,  which  may  be  construed  as  a  considera- 
tion for  the  change  made.    Otherwise  the  change  agreed  upon 
can  not  be  enforced. 

(c)  Similarly,  if  the  parties  agree  to  a  less  performance  than 
that  required  by  the  contract,  unless  there  be  also  a  correspond- 
ing reduction  made  in  the  price,  or  some  other  accommodation 
to  the  other  party,  which  may  be  construed  as  a  consideration, 
the  agreement  can  not  be  enforced  against  the  party  making- 
the  concession.    He  is  at  liberty  to  change  his  mind. 

(d)  In  such  changes  as  are  mentioned  in  (b)  and  (c)  the 
law  will  not  inquire  particularly  as  to  the  adequacy  of  the  con- 
sideration, so  long  as  a  legal  consideration  may  be  shown  to 
exist. 

(e)  An  apparent  exception  to  the  above  rules  of  construc- 
tion is  that  in  which  the  original  contract  provides  for  changes 
to  be  made  in  a  specific  manner,  and  without  further  considera- 
tion.   Thus  it  is  sometimes  specified  and  agreed  upon  that  the 
character  of  the  materials  or  the  methods  described  in  the  orig- 

1  It  is  sometimes  expres  ly  stipulated  in  the  original  specifications  tbat  subsequent 
changes  shall  not  operate  to  annul  those  portions  of  the  contract  with  which  these 
changes  are  not  in  conflict. 


DISCHARGE  OF  CONTRACTS  3f 

inal  contract  may  be  changed  at  the  pleasure  of  the  engineei 
or  architect,  without  further  consideration.  In  this  case  an) 
change  made  consistent  with  this  provision  would  not  be  re- 
garded as  a  new  contract,  but  simply  as  a  sort  of  construction 
of  the  old  agreement.  Under  such  a  clause,  however,  the  law 
would  not  allow  a  gross  injustice  to  be  worked  against  the  con- 
tractor in  the  way  of  violent  changes  which  would  greatly  in- 
crease the  cost  of  the  work,  and  which  evidently  were  not  antici- 
pated by  the  parties  to  the  contract  at  the  time  it  was  signed. 

(/)  In  all  cases  where  changes  have  been  made  in  a  contract, 
if  such  changes  involve  an  increase  in  the  time  required  for  per- 
formance, the  date  of  completion  of  the  work  fixed  by  the  orig- 
inal contract  will  be  extended  by  the  courts  for  a  period  suffi- 
cient to  cover  the  additional  time  required  for  the  changes  made. 
This  the  courts  will  do  whether  such  extension  of  time  be  pro- 
vided for,  either  in  the  original  contract,  or  in  the  subsequent 
agreement. 

(g)  It  is  customary  to  include  in  the  original  specifications 
a  clause  describing  the  manner  in  which  all  changes  in  plans 
and  specifications  may  be  made,  and  the  compensation  for  the 
same  determined.  In  this  case  changes  in  the  contract  must  be 
made  in  accordance  with  such  provision,  and  such  changes, 
when  so  made,  are  binding  upon  the  contractor,  whether  he 
consent  or  not.  They  might  operate,  however,  to  release  the 
bondsmen. 

(h)  All  contracts,  except  those  required  by  law  to  be  in  writ- 
ing, whether  sealed  or  unsealed,  can  be  modified  by  oral  as  well 
as  by  written  subsequent  agreement,  regardless  of  any  provis- 
ion to  the  contrary  in  the  body  of  the  original  contract. 


DISCHARGE  OF  CONTRACTS. 

40.  Methods  of  Discharge.  Any  contract  entered  into  m 
any  of  the  methods  heretofore  indicated  may  be  discharged  and 
the  parties  thereto  freed  from  all  obligations  thereunder  in 


4:0  LAW  OF  CONTRACTS. 

any  one  of  the  following  ways :  I.  By  agreement.  2.  By  per- 
formance. 3.  By  impossibility  of  performance.  4.  By  opera- 
tion of  law.  5.  By  breach. 

.41.  Discharge  by  Agreement.  Any  contract  which  has 
been  entered  into  by  mutual  agreement  may  evidently  by  mutual 
agreement  be  dissolved.  This  may  be  done,  (a)  by  a  waiver 
or  cancellation,  (b)  by  a  substituted  agreement  between  the 
parties,  or  of  the  contract,  (c)  by  a  condition  in  the  contract 
itself. 

(a)  An  agreement  to  discharge  the  contract  must  be  sup- 
ported by  a  consideration  the  same  as  any  other  agreement. 
The  usual  consideration  in  this  case  is  the  mutual  release  from 
liabilities  under  the  original  contract. 

(&)  A  contract  may  be  discharged  by  the  substitution  there- 
for of  a  new  agreement,  the  consideration  in  this  case  being  as 
before  the  mutual  discharge  of  obligation  under  the  previous 
agreement.  This  new  agreement  may  be  either  oral  or  written, 
and  it  will  serve  to  replace  or  rescind  the  previous  agreement  if 
such  were  the  intention  of  the  parties.  This  is  true  whether 
die  original  agreement  was  a  sealed  contract  or  simply  a  parol 
agreement.  If,  however,  the  original  contract  was  required  by 
law  to  be  in  writing  so  must  also  the  new  contract  which  re- 
places it. 

The  rescission  of  the  former  contract  may  be  implied,  as 
where  the  terms  of  the  latter  agreement  conflict  with  those  of 
the  old,  the  later  agreement  taking  precedence  and  discharging 
the  former.  The  intention  to  discharge  the  former,  however, 
must  be  clearly  implied  from  its  being  the  only  rational  assump- 
tion in  the  premises. 

The  contract  may  be  rescinded  by  the  substitution  of  a  new 
party  to  it  in  place  of  one  of  the  original  parties.  This  may 
be  done  only  where  all  parties  to  the  contract  are  agreed,  this 
agreement  being  either  express  or  implied  by  subsequent  acts, 

(c)  The  contract  may  contain  a  provision  for  its  own  dis- 
charge on  the  happening  of  some  event  or  contingency.  This 
contingency  may  be  the  nonfulfillment  of  some  specific  clause 


DISCHARGE  OF  CONTRACTa  41 

in  the  contract  itself,  or  on  the  occurrence  of  some  particular 
event,  or  on  the  exercise  by  one  of  the  parties  of  an  option  to 
determine  it.  When  the  event  transpires  which  forms  the  con- 
dition of  the  discharge,  the  contract  is  thereupon  rescinded. 

Engineering  contracts  sometimes  contain  a  clause  to  the  ef- 
fect that  the  work  may  be  stopped  at  any  time  with  a  specified 
notice  at  the  option  of  the  party  paying  for  the  same. 

42.  Discharge  by  Performance.    The  usual  method  of  dis- 
charging a  contract  is  by  each  party  fully  performing  the  duties 
prescribed  for  him  in  the  agreement.    In  this  case  the  perform- 
ance by  each  party  must  be  strictly  in  accordance  with  the  terms 
of  the  contract. 

In  engineering  work  it  is  seldom  that  the  work  is  done  in  all 
details  strictly  in  accordance  with  the  plans  and  specifications, 
or  with  such  plans  as  are  authoritatively  modified  by  the  engi- 
neer. While  in  law  the  contract  requires  a  strict  and  full  com- 
pliance with  all  the  terms  of  the  agreement,  yet  in  equity  a  sub- 
stantial compliance  is  accepted  in  place  of  a  full  and  complete 
performance.  Also  in  equity  an  imperfect  compliance  is  often 
taken  as  a  discharge  of  the  contract  subject  to  such  damages  as 
would  equitably  compensate  for  the  degree  of  failure  to  fully 
and  completely  satisfy  the  agreement 

One  of  the  essential  requirements  of  the  contract  is  the  time 
specified  for  the  completion  of  the  work,  when  this  is  so  named 
in  the  agreement.  When  no  time  limit  is  mentioned  in  the 
agreement,  the  element  of  time  is  not  deemed  to  be  of  the 
essence  of  the  contract,  but  performance  will  be  required  withivi 
a  reasonable  time.  When  a  specific  time  or  date  is  given  for 
completion,  a  court  of  equity  will  examine  as  to  whether  the 
intent  of  the  parties  was  to  determine  in  a  general  way  the  time 
when  performance  was  expected  or  whether  such  limit  was  in- 
tended to  be  a  specific  and  essential  part  of  the  contract.  If  the 
former  meaning  is  imposed  no  relief  can  be  had  in  equity  for 
nonperformance  within  the  specified  time. 

43.  Performance  on  Conditional  Promises.     In  engineer- 
ing contracts  performance  on  the  part  of  the  owner  is  usually 


42  LAW  OF  CONTRACTS. 

conditioned  on  a  previous  performance  on  the  part  of  the  con-- 
tractor. On  the  other  hand,  the  owner  sometimes  agrees  to 
make  payments,  for  instance,  at  specified  stages  of  the  work, 
in  such  a  way  that  further  performance  on  the  part  of  the  con- 
tractor may  be  conditioned  on  the  making  of  such  payments  at 
the  times  specified.  Performance  may  also  be  conditioned  in 
various  other  ways,  as  after  the  lapse  of  a  certain  time,  or  upon 
the  occurrence  of  a  particular  event  or  contingency  which  may 
be  uncertain,  or  on  the  acts  of  a  third  party,  or  even  on  the  will 
of  the  promisor.  In  this  last  case  it  is  really  no  contract  at  all, 
so  far  as  the  promisor  is  concerned.  That  is  to  say,  while  he 
can  enforce  it  against  the  other  party,  the  other  party  can  not 
enforce  it  against  him.  Such  a  case  as  this  last  is  where  one 
party  agrees  to  do  work  to  another's  satisfaction.1  Here  the 
party  performing  the  work  is  wholly  at  the  mercy  of  the  party 
to  be  satisfied,  and  the  plea  of  dissatisfaction  relieves  him  from 
liability.1  Evidently  no  person  should  place  himself  thus  at  the 
mercy  of  another,  unless  he  can  rely  implicitly  upon  the  good 
faith  of  the  other  party. 

A  common  instance  of  the  operation  of  a  "condition  pre- 
cedent" with  reference  to  a  third  party  is  where  a  contractor 
binds  himself  to  receive  payments  on  a  building  or  engineering 
work  only  on  the  certificate  of  the  architect  or  engineer.  With- 
out such  certificate  which  forms  a  "condition  precedent"  the 
owner  is  not  obliged  to  make  payment.  Before  the  contractor 
can  force  the  owner  to  pay  him  for  his  work,  in  the  absence  of 
such  a  certificate  from  the  architect  or  engineer,  he  must  be 
able  to  prove  that  the  architect  or  engineer  has  acted  fraudu- 
lently in  withholding  the  certificate,  or  that  he  has  acted  under 
gross  mistake,  and  in  bad  faith,  or  has  negligently  refused  to 
honestly  examine  the  work.  As  this  is,  of  course,  very  difficult 
to  establish,  the  refusal  of  the  architect  or  engineer  to  give  such 
certificate  commonly  acts  as  a  bar  to  payment  under  the  terms 
of  the  contract. 

Also  where  the  quality  or  quantity  of  the  work  to  be  done 

1  The  courts  will  construe  this  as  meaning  a  reasonable  satisfaction. 


DISCHARGE  OF  CONTRACTS.  43 

is,  by  the  terms  of  the  contract,  to  be  left  to  the  approval  of  a 
third  person,  such  as  the  engineer,  his  decision  in  the  premises 
is  binding  upon  both  the  parties. 

The  agreement  may  be  conditioned  upon  a  notice  being 
given  to  the  promisor,  as  where  the  engineer  is  required  to  give 
notice  to  the  contractor  to  begin  work  at  a  certain  time.  In  this 
case  the  proof  of  having  given  such  notice  is  necessary  to  the 
enforcement  of  the  contract. 

44.  Discharge  by  Payment.    The  discharge  of  a  contract 
by  full  payment  of  money  due  upon  it  requires  no  further  com- 
ment in  this  connection.     This  subject  is  further  amplified  in 
the  works  on  the  "Law  of  Contracts,"  but  it  is  not  necessary  to 
elaborate  it  here. 

45.  Discharge  by  Tender.     When  the  performance  of  a 
contract  is  frustrated  or  prevented  by  the  act  of  the  party  to 
whom  the  performance  is  due  the  offering  to  perform  is  called 
a  tender.    As  applied  to  engineering  contracts,  if  the  contractor 
is  prevented  from  performance  by  the  owner,  the  latter  sub- 
jects himself  to  liability  on  a  suit  for  damages  sustained  by  the 
contractor  by  not  being  allowed  to  perform.     In  other  words, 
the  owner  breaks  the  contract  by  his  refusal  and  subjects  him- 
self to  a  suit  for  damages,  the  same  as  in  any  other  case  of 
breach  of  contract,  while  the  contractor  stands  released  from  all 
further  obligation  under  the  contract,  his  tender  being  construed 
as  performance  so  far  as  he  is  concerned. 

46.  Kinds  of  Impossibility  Which  Will  Discharge  a  Con- 
tract   An  agreement  between  parties  to  do  what  both  know 
to  be  impossible  is  discharged  when  their  knowledge  of  such 
impossibility  is  shown,  but  where  the  impossibility  is  known 
only  to  one  of  the  parties,  he  is  liable  for  damages  to  the  party 
to  whom  it  is  unknown. 

Where  the  subject-matter  is  nonexistent,  or  has  ceased  to 
exist,  the  impossibility  of  performance  results  from  a  mutual 
mistake  of  fact,  and  the  contract  is  discharged. 

Where  performance  is  rendered  impossible  by  what  is  called 
in  law  "an  act  of  God  or  of  the  public  enemy"  the  party  so  con- 


4:4:  LAW  OF  CONTRACTa 

tracting  is  excused.  By  "an  act  of  God"  as  used  in  law  as  dis- 
charging a  contract  is  meant  a  manifestation  of  the  powers  of 
nature  over  which  man  has  no  control,  such  as  fires  caused  by 
lightning  (but  not  by  accident  or  other  cause),  winds,  floods, 
sickness  and  the  like.  In  the  performance  of  engineering  con- 
tracts unusual  difficulties  will  not  be  placed  in  this  category, 
so  long  as  they  are  by  any  possibility  under  human  control. 

While  as  stated  above  an  "act  of  God  or  of  the  public  enemy" 
making  performance  impossible,  will  discharge  a  contract,  yet 
it  must  be  clearly  shown  that  such  "act  of  God  or  of  the  public 
enemy"  did  in  fact  render  the  performance  quite  impossible,  and 
not  simply  difficult  or  expensive.  Thus  if  wind,  flood,  or  light- 
ning should  destroy  a  partly  completed  engineering  work,  if  it 
were  possible  to  re-erect  it  within  the  time  specified,  the  con- 
tractor would  be  held  to  full  performance. 

47.  Kinds  of  So-called  Impossibilities  Which  Will  Not 
Discharge  the  Contract.  "When  a  person  contracts  to  do  a 
given  act  he  pledges  himself  as  having  the  capacity  to  do  it, 
and  assumes  the  risk  of  being  prevented  from  performing  his 
contract  by  obstacles  or  accidents;  against  obstacles  or  acci- 
dents that  may  interfere  with  performance  he  should  protect 
himself  by  contract.  Having  presumed  generally  to  do  a  thing 
he  can  not  allege  that  difficulties  and  obstacles  prevented  him 
from  fulfilling  his  contract,  although  they  did  in  fact  render 
the  doing  of  the  thing  by  him  impossible.  He  is  bound  to  do 
whatever  is  within  the  scope  of  any  human  being  to  accom- 
plish." 

From  the  above  which  is  quoted  from  Judge  Amos  Thayer, 
of  the  United  States  Court  of  Appeals,  it  is  evident  that  if  a 
contractor  wishes  to  obtain  release  from  full  and  complete  per- 
formance for  certain  contingencies,  as,  for  instance,  inability  to 
obtain  material,  or  to  place  sub-contracts,  or  to  get  the  sub- 
contractors to  comply  with  their  agreement,  or  to  provide 
against  labor  strikes,  whether  in  the  trades  or  on  the  railroads, 
or  against  the  inclemencies  of  the  weather  which  might  make 
performance  within  the  time  difficult  and  very  expensive,  or 


DISCHARGE  OF  CONTRACTS.  45 

against  any  other  of  the  extraordinary  contingencies  which  may 
arise  to  prevent  performance  except  at  great  loss,  he  must  evi- 
dently provide  protection  for  himself  in  the  body  of  the  con- 
tract. In  the  absence  of  such  a  protection  and  under  a  simple 
agreement  to  perform  certain  work  within  a  certain  time,  the 
law  will  hold  him  to  a  strict  compliance,  so  long  as  such  com- 
pliance lies  within  the  realm  of  human  possibility,  regardless 
of  expense. 

48.  Discharge  of  Contract  by  Operation  of  Law.    There 
are  various  methods  by  which  a  contract  may  be  discharged 
through  the  operation  of  the  law,  as,  for  instance,  by  merging 
one  contract  into  another,  by  a  fraudulent  alteration  of  the  writ- 
ten agreement,  by  the  bankruptcy  of  one  of  the  parties,  or  by 
death.    In  the  case  of  the  death  of  one  of  the  parties,  the  con- 
tract is  discharged  only  when  this  is  made  a  condition  in  the 
contract,  or  when  performance  thus  becomes  impossible.  It  will 
become  impossible  when  the  performance  is  required  to  be  of 
a  personal  character,  as  contracts  for  services,  or  such  as  require 
professional  skill,  marriage  contracts,  and  the  like. 

49.  Discharge  of  Contract  by  Breach.    While  any  mate- 
rial breach  of  the  contract  on  the  part  of  either  of  the  parties 
furnishes  a  right  of  action  to  the  injured  party,  it  is  only  in 
exceptional  cases  that  such  a  breach  operates  to  discharge  fully 
the  other  party  from  his  obligations.    The  contract  will  be  dis- 
charged as  to  the  injured  party  by  a  breach  by  the  other  party : 

(a)  When  one  of -the  parties  announces  his  positive  renuncia- 
tion of  the  contract,  whether  this  be  previous  to  a  partial  per- 
formance, or  after  a  partial  performance.  In  this  case  the  in- 
jured party  is  entirely  relieved  from  further  obligation,  or  in 
other  words,  the  contract  is  discharged.  Suit  may  at  once  be 
entered  for  damages.  When  the  renunciation  is  only  partial, 
and  does  not  affect  a  vital  portion  of  the  agreement,  the  con- 
tract remains  in  force,  but  a  suit  for  damages  will  lie.  The  in- 
jured party  is,  however,  not  bound  to  treat  a  formal  renuncia- 
tion as  a  breach  of  contract,  but  may  insist  on  performance 
until  the  specified  time  has  elapsed. 


46  LAW  OF  CONTRACTa 

(b)  By  one  of  the  parties  making  it  impossible  for  him  to 
perform  his  agreement.     When  this  impossibility  of  perform- 
ance comes  to  the  knowledge  of  the  other  party,  he  may  at 
once  consider  the  contract  discharged,  and  may  enter  suit  for 
damages. 

(c)  By  such  a  failure  to  perform  in  case  of  a  "condition  pre- 
cedent" or  failure  which  goes  so  to  the  root  of  the  matter  that 
a  recovery  of  damages  would  not  satisfy  the  agreement.    When 
the  performance  of  one  of  the  parties  is  clearly  made  a  "condi- 
tion precedent"  to  performance  on  the  part  of  the  other,  a  failure 
to  substantially  perform  on  the  part  of  the  one  operates  to  dis- 
charge the  contract  as  to  the  other. 

In  engineering  contracts  a  "condition  precedent"  to  the  final 
payment  on  the  part  of  the  owner  is  usually  the  certificate  of 
performance  to.be  given  by  the  engineer  or  architect,  he  being 
a  third  party,  and  not  one  of  the  principals  to  the  agreement. 
In  this  case  a  failure  to  give  such  certificate  does  not  operate 
to  discharge  the  contract  between  the  principals,  but  does  ex- 
cuse the  owner  from  making  a  final  payment  unless  it  can  be 
shown  that  the  engineer  or  architect  has  failed  to  perform  his 
duties  in  this  respect. 

In  determining  whether  or  not  the  failure  to  perform  on  the 
part  of  the  contractor,  for  instance,  is  so  vital  as  to  operate  to 
discharge  the  contract  entirely  as  to  the  owner,  and  release  him 
from  all  obligation  to  pay  for  the  work  done,  we  may  distin- 
guish between  divisible  and  entire  agreements.  A  contract  or 
agreement  may  be  considered  divisible,  when  a  fulfillment  in 
part  is  valuable  to  the  other  party  so  far  as  it  goes,  and  when 
a  failure  as  to  a  part  does  not  operate  to  destroy  the  value  of  the 
partial  performance.  Thus  a  contract  to  build  two  houses  is  a 
divisible  contract,  since  the  building  of  one  would  be  a  satisfac- 
tory performance  as  far  as  it  goes,  and  a  failure  to  build  the 
second  would  not  operate  to  destroy  the  value  of  the  first; 
whereas  a  contract  to  build  a  house  is  an  entire  contract,  since 
the  building  would  not  be  serviceable  until  fully  completed. 

The  degree  of  failure  to  perform,  as  in  the  case  of  agree- 


DISCHARGE  OF  CONTRACTS.  47 

ments  by  contractors  and  builders,  which  will  operate  to  dis- 
charge a  contract  on  the  part  of  the  owner,  must  be  determined 
by  the  court  or  by  a  jury.  In  general  any  substantial  failure  to 
perform  an  indivisible  contract  will  operate  to  discharge  the 
contract.  If,  however,  the  work  done  or  goods  delivered  are 
accepted  and  used,  the  law  will  create  a  new  and  implied  con- 
tract on  the  part  of  the  recipient  and  beneficiary,  by  which  the 
party  supplying  the  service  or  goods  can  recover  a  fair  price 
for  the  same.  Such  recovery,  however,  not  being  under  the 
contract  or  in  accordance  with  its  terms. 

A  failure  in  minor  details  does  not,  as  a  rule,  discharge  the 
contract,  but  simply  furnishes  to  the  other  party  the  right  to 
obtain  damages  to  the  extent  of  the  failure.  It  is  very  import- 
ant to  note,  however,  that  such  failures  which  give  to  the  in- 
jured party  only  the  right  to  recover  damages  must  be  in  their 
nature  insignificant,  and  of  small  relative  importance,  not  in  any 
sense  going  to  the  root  of  the  matter  or  affecting  the  value  of 
the  parts  which  have  been  satisfactorily  performed.  The  law 
is  very  severe  in  enforcing  agreements  literally  and  fully, 
especially  where  departures  have  been  made  intentionally  and 
perhaps  against  the  protest  of  the  other  party.  In  such  cases 
even  small  failures  to  comply  may  be  considered  as  a  discharge 
of  the  contract.  Where  the  contractor  has  evidently  acted  in 
good  faith,  much  larger  failures  to  perform  may  be  remedied 
by  a  payment  of  damages  instead  of  operating  to  discharge  the 
entire  contract. 

When  a  failure  to  perform  pertains  to  work  which  must  either 
be  accepted  and  used,  or  removed  at  great  expense,  as  where  a 
structure  is  built  upon  the  owner's  land,  if  such  structure  fails 
materially  to  comply  with  the  terms  of  the  contract,  such  failure 
to  perform  will  operate  to  discharge  the  contract  without  com- 
pensation to  the  contractor,  even  though  the  owner  does  accept 
the  work  and  use  it.  In  this  case  the  owner  is  not  at  liberty  to 
refuse  to  accept,  since  this  would  involve  him  in  great  addi- 
tional expense  and  delay.  It  is,  of  course,  very  different  in  the 
case  of  all  kinds  of  personal  or  movable  property.  Here  a  re- 


48  LAW  OF  CONTRACTS. 

ftisal  to  accept  does  not  involve  the  owner  in  any  additional 
cost. 

When  a  contractor  has  shown  indifference,  dishonesty,  or 
incompetency  in  the  execution  of  his  contract,  resulting  in  a 
material  failure  to  perform,  and  this  work  is  the  building  of  a 
structure  upon  land  which  becomes  part  of  the  real  estate,  the 
owner  may  not  only  accept  and  use  the  structure  without  com- 
pensation to  the  builder,  but,  in  extreme  cases,  he  may  even 
decline  to  allow  su'ch  builder  to  reconstruct  the  woik,  even 
though  he  should  offer  to  do  so,  since  the  owner  thereby  has  no 
assurance  that  a  second  attempt  will  result  any  better  than  the 
first. 

While  the  law  gives  to  the  owner  such  remedies  as  those 
stated  above,  he  must  be  careful  not  to  act  in  such  a  manner  as 
to  imply  that  he  has  waived  his  legal  rights  in  the  premises. 
Thus  where  a  contract  is  to  be  performed  within  a  given  time, 
and  the  time  elapses  before  complete  performance,  if  the  owner 
urges  him,  or  requests  him  to  go  on  and  complete  the  work,  he 
thereby  waives  his  legal  remedies  for  noncompletion  within  the 
time,  so  far  as  a  discharge  of  the  contract  is  concerned.  He 
may,  however,  recover  damages  for  the  delay. 


REMEDIES  FOR  BREACH  OF  CONTRACT. 

50.  Results  of  a  Breach  of  Contract.  When  a  contract 
has  been  broken,  or  not  fully  performed,  the  failure  to  perform 
may  result  either  (a)  in  the  discharge  of  the  contract  as  de- 
scribed in  the  previous  article,  or  (b)  in  a  right  of  action  by 
the  injured  party  for  damages  sustained,  or  (c)  a  right  of  ac- 
tion to  enforce  specific  performance. 

The  two  remedies  by  which  one  either  obtains  damages  or 
enforces  specific  performance  will  be  discussed  in  the  two  fol- 
lowing articles. 


REMEDIES  FOR  BREACH  OF  CONTRACT:  49 

51.  Damages  for  Nonperformance.  The  foundation  prin- 
ciple of  damages  is  compensation.  Where  there  has  been  a 
partial  or  complete  failure  to  perform,  in  accordance  with  the 
agreement,  the  law  undertakes  to  require  the  party  so  failing 
to  pay  to  the  injured  party  such  a  sum  as  will  cover  the  actual 
loss  in  money  value  which  he  has  sustained  on  account  of  the 
breach.  When  the  promise  was  the  payment  of  a  certain  sum 
of  money,  nothing  more  than  this  sum  with  interest  can  be  re- 
covered. Where  no  decided  loss  in  money  value  can  be  shown, 
the  injured  party  can  recover  only  a  nominal  sum.  That  is  to 
say,  "a  sum  of  money  such  as  may  be  spoken  of  but  has  no 
existence  in  point  of  quantity." 

The  leading  case  in  determining  the  amount  of  damages 
which  can  be  collected  in  the  United  States  courts  is  that  of 
Hadley  v.  Baxendale.  In  this  case  the  court  laid  down  the  fol- 
lowing rules,  which  have  been  followed  in  all  the  United  States 
courts. 

Where  two  parties  have  made  a  contract  which  one  of  them 
has  broken,  the  damages  which  the  other  party  ought  to  receive 
in  respect  of  such  breach  of  contract  should  be : 

1 i )  Such  as  may  fairly  and  reasonably  be  considered  as  aris- 
ing naturally,  i.  e.t  according  to  the  usual  course  of  thingsf 
from  such  breach  of  contract  itself. 

(2)  Such  as  may  reasonably  be  supposed  to  have  been  in  the 
contemplation  of  both  parties  at  the  time  they  made  the  con- 
tract, as  the  probable  result  of  the  breach  of  it. 

(3)  Such  as  arose  out  of  the  special  circumstances  under 
which  the  contract  was  made,  where  such  circumstances  were 
communicated  by  the  plaintiff  to  the  defendant. 

(4)  But,  if  these  special  circumstances  were  wholly  unknown 
to  the  party  breaking  the  contract,  he,  at  the  most,  can  only  be 
supposed  to  have  had  in  his  contemplation  the  amount  of  injury 
which  would  arise  generally,  not  affected  by  any  special  cir- 
cumstances. 

It  must  be  remembered  that  "damages  in  an  action  for  breach 
of  contract  are  always  by  way  of  compensation,  and  not  a  pun- 
4 


50  LAW  OF  CONTRACT& 

ishment,  hence  the  plaintiff  can  never  recover  more  than  such 
pecuniary  loss  as  he  has  sustained,  nor  can  he  recover  for  great 
disappointment,  nor  injury  to  the  feelings,  or  vexation  of  mind, 
caused  by  the  breach."1 

The  party  who  is  injured  by  a  breach  of  contract  is  required 
to  make  reasonable  exertions  to  render  the  injury  as  light  as 
possible,  and  if  he  carelessly  or  indifferently  allows  the  damage 
to  be  unreasonably  large,  such  increase  falls  upon  himself. 

52.  Distinction  between  Liquidated  Damages  and  Pen- 
alties.2 "The  parties  to  a  contract  not  infrequently  assess 
the  damages  at  which  they  rate  a  breach  of  the  contract  by  one 
or  both  of  them,  and  introduce  their  estimate  into  the  terms  of 
the  contract.  This  is  perfectly  legal,  and  on  a  breach  the  sum 
agreed  upon  becomes  the  measure  of  damages ;  as,  for  example, 
a  stipulation  in  a  building  contract  that  if  the  building  is  not 
completed  by  a  certain  day  the  contractor  will  pay  a  certain 
fixed  sum  for  each  day  or  week  or  month  he  is  in  default,  or 
an  agreement  in  a  contract  of  sale  that  a  certain  sum  shall  be 
deducted  from  the  purchase  price  if  the  quantity  is  not  deliv- 
ered as  agreed.  These  are  called  'liquidated  damages/ 

"But  the  parties  in  affixing  a  fixed  sum  for  the  nonperform- 
ance  of  his  promise  by  one,  or  each  of  them,  may  have  intended 
not  to  assess  the  damages  at  which  they  rate  the  nonperform- 
ance  of  the  promise,  but  to  secure  the  performance  by  the  im- 
position of  a  penalty  in  excess  of  the  actual  loss  likely  to  be 
sustained.  And  in  this  case,  the  amount  recoverable  is  limited 
to  the  loss  actually  sustained,  regardless  of  the  sum  undertaken 
to  be  paid  by  the  defaulter.  These  are  called  'penalties/ 

"The  courts  will  always  construe  the  contract  in  harmony 
with  the  intention  of  the  parties,  and  without  regard  to  the 
terms  used.  If  the  general  effect  of  the  agreement  shows  that 
they  intended  to  provide  for  a  penalty  they  will  restrict  the 
recovery  to  the  actual  damages  incurred  although  the  words 
'liquidated  damages'  are  used  in  the  instrument.  So,  where 
the  parties  have  used  the  milder  term  'penalty/  courts  have 

1  Breach  of  promise  of  marriage  is  an  exception  to  this  rule. 
1  This  article  is  quoted  from  Lawson  on  Contracts. 


REMEDIES  FOR  BREACH  OF  CONTRACT  51 

sometimes  held  that  the  stipulated  sum  was,  from  the  nature 
of  the  case,  to  be  considered  as  liquidated  damages  and  recov- 
erable in  full.  Whether  the  sum  mentioned  in  an  agreement 
to  be  paid  for  a  breach  is  to  be  treated  as  a  penalty,  or  as 
liquidated  arid  ascertained  damages,  is  a  question  of  law,  to  be 
decided  by  the  judge,  upon  a  consideration  of  the  whole  instru- 
ment. Where  it  is  plain  that  the  parties  meant  the  sum  fixed 
to  be  liquidated  damages,  the  courts  will  not  interfere  to  frus- 
trate that  intention,  but,  if  it  be  doubtful,  upon  the  whole 
agreement,  whether  the  sum  named  was  intended  to.be  a  pen- 
alty or  liquidated  damages,  it  will  be  construed  to  be  a  penalty, 
it  being  the  tendency  of  the  courts  to  consider  the  contract  as 
creating  a  penalty  to  cover  the  damages  actually  sustained  by  a 
breach,  rather  than  liquidated  damages. 

"Subject  to  the  principles  stated  in  the  last  section  the  courts 
have  adopted  certain  rules  of  construction,  in  the  case  of  con- 
tracts containing  promises  of  this  kind ;  which  are : 

"i.  If  the  contract  is  for  a  matter  of  certain  value  and  a  sum 
is  fixed  to  be  paid  on  breach  of  it  which  is  in  excess  of  that 
value,  then  the  sum  fixed  is  a  penalty  and  not  liquidated  dam- 
ages. 

"2.  If  the  contract  is  for  a  matter  of  uncertain  value  and  a 
sum  is  fixed  to  be  paid  on  breach  of  it,  the  sum  is  recoverable 
as  liquidated  damages.  There  is  'nothing  illegal  or  unreason- 
able in  the  parties,  by  their  mutual  agreement,  settling  the 
amount  of  damages,  uncertain  in  their  nature,  at  any  sum  upon 
which  they  may  agree/ 

"3.  Where  the  contract  involves  several  distinct  matters  of 
various  kinds,  and  one  fixed  sum  is  stipulated  to  be  paid  for 
any  breach,  of  whatever  kind,  it  is  a  penalty  and  not  liquidated 
damages." 

53.  Recovery  for  Imperfect  or  Incompleted  Work.  As 
stated  in  Art.  49,  recovery  can  be  had  under  a  contract  for 
partial  performance,  when  the  contract  may  be  considered  as 
divisible  or  severable.  That  is,  where  a  part  of  the  agreement 
may  be  entirely  fulfilled,  while  other  portions  remain  unful- 


52  LAW  OF  CONTRACTS. 

filled.  In  this  case,  however,  while  the  party  in  fault  may  re- 
cover damages  for  the  work  done,  or  goods  delivered  under 
the  divisible  contract,  he  is  always  liable  for  such  damages  as 
can  be  shown  to  have  resulted  from  his  failure  to  completely 
perform  his  agreement. 

When  the  contract  can  not  be  considered  divisible,  but  must 
be  looked  upon  as  one  and  entire,  recovery  can  not  be  had  for 
anything  short  of  a  substantially  complete  performance.  That 
is  to  say,  a  substantially  incomplete  performance  discharges  the 
contract  entirely,  as  stated  in  Art.  49,  and  even  when  the  per- 
formance is  sufficiently  complete  to  prevent  discharging  the 
contract,  so  that  recovery  can  be  had  for  the  work  done,  the 
owner  may  still  enter  a  claim  for  damages  for  each  and  every 
particular  in  which  the  performance  has  been  incomplete.  Here 
again  if  the  default  is  shown  to  be  a  wilful  neglect  or  refusal 
to  comply,  the  law  is  construed  much  more  severely  than  for 
mere  oversights. 


SPECIFIC  PERFORMANCE. 

54.  General  Rule  as  to  Specific  Performance.  Suits  to  en- 
force specific  performance  can  not  always  be  maintained,  for 
actions  can  be  brought  at  law  for  such  damages  as  may  be 
shown  to  have  resulted  from  a  breach  of  the  contract,  or  from 
a  total  failure  to  perform.  It  has  been  customary,  however,  to 
allow  specific  performance  to  be  enforced  in  certain  cases  where 
suit  is  entered  in  a  court  of  equity,  but  even  in  equity  specific 
performance  will  not  be  enforced  where  a  payment  of  damages 
will  put  the  plaintiff  in  as  good  a  position  as  if  the  agreement 
had  been  actually  performed.  Also  if  an  action  for  damages 
would  not  lie,  neither  would  an  action  for  specific  perform- 
ance. In  a  case  in  equity,  however,  many  considerations  will 
be  taken  account  of,  in  the  way  of  meting  out  justice  to  the 
parties,  which  cculd  not  be  considered  in  a  case  at  law  upon 
the  terms  of  the  contract  itself. 


DISCHARGE  OF  BIGHT  OF  ACTION.  53 

Where  specific  performance  is  ordered  by  a  court  of  equity, 
the  same  court  will,  if  necessary,  enforce  its  decree  either  by  a 
mandate  enforcing  the  performance  named  or  by  an  injunc- 
tion to  prevent  the  doing  of  the  contrary. 

Sinces  the  parties  to  an  engineering  agreement  can,  as  a 
rule,  be  fully  compensated  for  a  failure  to  perform  on  the  part 
of  either,  by  a  recovery  of  damages,  specific  performance  can 
not  ordinarily  be  enforced,  and  hence  this  subject  will  not  be 
further  discussed  in  this  connection. 


DISCHARGE  OF  RIGHT  OF  ACTION  UNDER  A 
CONTRACT. 

55.  The  Right  of  Action.  Upon  any  breach  of  a  contract 
there  arises  in  favor  of  the  injured  party  a  legal  right  of  ac- 
tion for  compensation.  "This  right  of  action  can  then  not  be 
discharged  by  any  payment  or  performance,  or  tender  of  pay- 
ment or  performance,  by  the  promisor,  without  the  consent  and 
acceptance  of  the  promisee ;  for  the  promisee,  after  breach,  be- 
comes entitled  to  the  compensation  or  remedy  provided  by  pro- 
cess of  law,  and  is  not  bound  to  accept  any  tender  or  offer 
made  in  satisfaction  of  his  legal  rights."  This  right  of  action 
can  only  be  discharged  in  one  of  the  following  four  ways: 
(a)  By  a  Release;  (b)  By  an  Accord  and  Satisfaction;  (c)  By 
a  Judgment;  (d)  By  Lapse  of  Time. 

(a)  A  Release  of  a  legal  right  of  action  consists  in  a  volun- 
tary agreement  to  discharge  a  claim,  and  is  only  valid  when 
supported  by  a  consideration  or  when  executed  under  seal. 
Otherwise  it  is  a  mere  unsupported  promise  which  binds  no 
one.  But  a  voluntary  delivery  to  the  debtor  of  the  evidence  of 
a  debt,  as  of  a  note  or  bond,  or  the  destroying  of  the  same, 
with  the  intention  of  discharging  the  debt,  does  operate  as  a 
release.  A  release  of  one  of  several  debtors,  jointly,  or  jointly 
and  severally,  liable  for  the  same  debt,  releases  all. 


54:  LAW  OF  CONTRACTS. 

(.&)  Release  by  Accord  and  Satisfaction  consists  in  an  agree- 
ment on  the  part  of  the  creditor  to  accept  something  in  satis- 
faction of  his  claim,  accompanied  by  the  delivery  or  perform- 
ance of  what  has  been  agreed  upon.  Here  the  execution  of  the 
agreement  is  the  satisfaction  referred  to  in  the  phrase  "accord 
and  satisfaction,"  the  agreement  to  accept  this  being  the  accord. 
It  should  be  noted  that  the  right  of  action  is  not  discharged 
until  this  agreement  or  "accord"  is  fully  executed  when  "satis- 
faction" has  been  rendered. 

(c)  Release  by  a  Judgment.    Evidently  a  judgment  obtained 
through  a  suit  at  law  ^  in  favor  of  the  plaintiff  discharges  all 
further  right  of  action  against  the  defendant  in  the  case  so  ad- 
judicated.   His  former  right  is  now  merged  in  what  is  called  a 
contract  of  record,  and  this  is  discharged  by  the  payment  of  the 
judgment,  or  by  such  satisfaction  as  can  be  obtained  by  process 
of  execution.    An  adverse  judgment  against  the  plaintiff  does 
hot  discharge  the  obligation  or  right  of  action  unless  this  ad- 
verse judgment  was  rendered  on  the  merits  of  the  case.    Of 
course  any  judgment  may  be  set  aside  by  the  court  in  which 
it  is  rendered,  or  set  aside  by  a  higher  court,  in  which  case 
judgment  may  be  entered  in  favor  of  the  other  party  if  so 
ordered,  or  the  parties  may  be  remitted  to  their  original  posi- 
tions. 

(d)  The  discharge  of  right  of  action  through  Lapse  of  Time 
is  in  virtue  of  certain  statutory  limitations  providing  that  after 
the  lapse  of  a  certain  period  of  time,  which  is  different  for  dif- 
ferent kinds  of  contracts,  the  right  of  action  under  the  contract 
ceases  to  exist,  and  is  said  to  have  been  discharged  by  lapse  of 
time.    Even  in  the  absence  of  any  statutory  provision  the  courts 
will  not  allow  a  case  to  be  opened  on  a  contract  which  has  long 
stood  as  a  dead  letter.    In  the  common  law  the  period  of  time 
which  bars  the  right  of  action  is  commonly  twenty  years. 
This   will  apply  even  to  sealed  instruments,   and   for  parol 
agreements  this  time  will  be  shortened  and  discharged  by  pay- 
ment presumed  for  shorter  periods. 

It  must  not  be  understood,  however,  that  the  courts  wilt 


DISCHARGE  OF  EIGHT  OF  ACTION.  55 

allow  either  party  to  an  agreement  to  benefit  through  lapse  of 
time  from  a  fraudulent  contract,  although  the  lapse  of  an  un- 
reasonable time  before  suit  is  entered  by  the  defrauded  party 
will  have  the  effect  of  affirming  the  contract.  In  other  words, 
the  law  reasonably  requires  that  in  case  of  either  fraud  or 
breach  of  contract  a  prompt  recourse  to  the  courts  shall  be  had. 

56.  Removal  of  Statutory  Bar  to  Right  of  Action.  While 
statutes  of  limitation  are  a  bar  to  a  right  of  action  or  recovery 
in  the  courts,  they  do  not  act  to  extinguish  the  claim,  and  hence 
notwithstanding  the  time  in  which  suit  may  be  entered  has 
elapsed,  the  right  of  action  may  be  revived  by  (a)  a  promise  to 
pay  the  debt;  (&)  a  subsequent  acknowledgment  of  the  debt; 
or  (c)  a  part  payment  of  the  debt.  In  other  words,  any  ac- 
knowledgment on  the  part  of  the  debtor  of  the  existence  and 
legitimacy  of  the  claim,  after  the  right  of  action  has  been 
barred  by  the  statute  of  limitations,  serves  to  revive  the  claim 
for  another  like  period.  This  acknowledgment  of  the  exist- 
ence of  the  debt,  in  order  to  serve  to  revive  its  legal  status  is 
not  merely  a  recognition  of  the  fact  of  the  debt,  but  must  con- 
sist in  an  agreement  to  pay  the  debt. 

After  such  a  removal  of  the  bar  to  the  right  of  action,  suit 
may  be  entered  upon  the  original  contract  by  showing  that  the 
claim  has  been  revived  by  the  free  act  of  the  debtor.  In  other 
words,  the  debtor  has  here  waived  his  legal  rights  of  defense, 
and  such  a  waiving  of  his  rights  does  not  require  a  considera- 
tion to  support  it,  as  was  shown  in  Art.  27. 


PAET  IL 

'General  Clauses  in  Engineering  Specifica- 
tions and  Accompanying  Documents. 


57.  General  Considerations.  Nearly  all  the  works  de- 
-sigtied  by  engineers  and  architects  are  executed  by  other  par- 
ties called  contractors.  The  contractor  usually  buys  all  the 
materials  and  furnishes  all  the  labor  required  in  the  execution 
of  the  wcrk,  as  designed,  and  he  agrees  to  do  this  within  a 
stated  time  and  for  a  fixed  sum.  To  insure  his  doing  this  sat- 
^isfactorily  certain  written  documents  are  prepared  and  signed 
by  both  parties,  that  is  to  say,  by  the  man,  company,  or  corpo- 
ration having  the  work  done  and  who  is  to  pay  for  the  same, 
and  by  the  contractor,  or  the  man,  company,  or  corporation 
who  does  the  work  and  furnishes  the  materials. 

Standing  between  these  two  parties  to  an  agreement  is  the 
engineer  or  architect  who  has  planned  the  work  and  who  usu- 
ally superintends  its  execution  and  assists  in  the  final  settle- 
ment between  the  parties  to  the  agreement.  Although  paid  by 
the  party  having  the  work  done  he  occupies  a  judicial  and  not 
a  partisan  position  and  he  is  expected  to  act  justly  and  fairly 
towards  both  parties. 

In  order  that  there  shall  be  no  misunderstanding  in  regard 
to  the  intentions  of  the  designer,  plans  are  usually  drawn  show- 
ing the  general  and  detail  features  of  the  work,  and  accom- 
panying these  there  is  a  written  description  of  the  work,  of  the 
materials  to  be  used,  of  the  time  and  manner  of  the  payments, 
etc.  This  document  is  called  the  specifications.  The  drawings 
and  this  description  are  then  referred  to  as  the  plans  and  speci- 
fications. 


58  GENERAL  SPEClFICATIONa 

In  order  to  get  open  and  general  competition  in  doing  the 
work  a  date  is  set  on  which  bids  will  be  received,  and  blank 
forms  of  proposals  are  prepared  by  the  engineer  which  can  be 
filled  out  by  the  bidder J,  and  notices  or  advertisements  are  in- 
serted in  the  papers  and  in  the  engineering  journals  calling  the 
attention  of  contractors  to  this  public  letting.  These  and  other 
accompanying  documents  will  be  discussed  in  the  order  of  their 
sequence  in  actual  practice. 


ADVERTISEMENTS. 

58.  The  advertisement  should  be  as  short  as  possible  to 
contain  the  necessary  information,  in  order  to  save  expense. 
It  should  usually  contain  the  requisite  information  on  the  fol- 
lowing subjects : 

1 i )  A  title  indicating  the  kind  of  work  to  be  done. 

(2)  Place,  date,  and  hour  of  opening  the  bids. 

(3)  Person,  company,  or  corporation  letting  the  work. 

(4)  An  adequate  description  of  the  work,  with  especial  ref- 
erence to  the  kind  and  quantity  (or  cost)  of  work  to  be  done. 

(5)  Conditions  of  payment,  if  these  are  peculiar. 

(6)  Instructions  as  to  where  to  obtain  plans,  specifications 
and  blank  forms  of  proposals. 

(7)  Statement  as  to  amount  of  cash  or  of  certified  check  or 
of  bond  to  accompany  the  bid. 

(8)  A  reservation  of  the  right  to  reject  any  or  all  bids. 

(9)  Any  other  peculiar  feature,  as  the  letting  of  the  work 
in  parts  or  as  a  whole;  bids  to  be  received  only  from  expe- 
rienced contractors,  etc. 

59.  The  Theory  of  Advertisements.     The  object  of  the 
advertisement  being  to  secure  as  large  a  competition  as  possible 
from  responsible  bidders,  it  follows  that  the  information  con- 
veyed in  it  should  be  such  as  not  only  to  attract  the  attention 


ADVERTISEMENTS.  59- 

of  such  parties,  but  such  as  would  enable  them  to  decide  whether 
or  not  it  would  be  worth  their  while  to  submit  a  bid.  A  prom- 
inent title  indicating  the  general  character  of  the  work  would 
serve  to  attract  the  attention  of  contractors  engaged  in  that 
line  of  work.  It  is  a  common  practice  to  omit  this  title,  with 
the  result  that  one  is  obliged  to  read  nearly  the  entire  advertise- 
ment, which  is  usually  printed  in  small  type,  before  he  can 
learn  what  the  nature  of  the  work  is.  It  is  usual  also  to  an- 
nounce that  the  proposals  or  bids  which  are  to  be  submitted 
shall  be  sealed,  with  the  implied  understanding  that  these  seals 
are  not  to  be  broken  until  the  bids  are  opened  at  the  place,  date, 
and  hour  named.  This  is  for  the  purpose  of  preventing  col- 
lusion and  fraud.  In  other  words,  the  bids  are  to  remain  secret 
and  unknown  except  to  the  bidders  themselves  until  the  hour 
arrives  for  opening  them.  It  is  also  customary  to  state  that 
these  bids  or  proposals  shall  be  opened  in  the  presence  of  the 
bidders,  in  other  words,  at  an  open  meeting  of  the  board,  or 
committee,  or  corporation,  or  council.  To  this  meeting  all  per- 
sons are  free  to  come  and  see  the  bids  opened,  and  to  hear  them 
publicly  read,  with  the  privilege  of  taking  down  the  prices 
named  if  they  choose. 

The  description  of  the  work  included  in  the  advertisement 
should  be  sufficient  to  enable  the  contractor  to  decide  whether 
or  not  it  was  of  such  a  character  as  he  would  be  willing  to 
undertake,  and  also  sufficient  to  enable  him  to  determine  the 
amount  of  work  to  be  done,  and  the  time  required  to  perform 
it,  as  well  as  the  probable  approximate  cost  of  the  same,  and 
the  amount  of  capital  required  to  successfully  prosecute  it.  The 
advertisement  should  also  indicate  whether  or  not  the  work 
would  be  let  in  parts  or  only  as  a  whole.  If  it  may  be  let  In 
parts,  the  advertisement  should  indicate  what  the  lines  of  di- 
vision are,  so  that  one  might  know  what  parts  he  was  at  liberty 
to  bid  upon.  It  is  customary  to  pay  for  contract  work  on 
monthly  estimates  of  the  engineer,  reserving  from  each  month's 
estimate  of  the  worth  of  materials  furnished  and  work  done 
twenty  or  twenty-five  per  cent,  until  final  completion.  This 


£0  GENERAL  SPECIFICATION 

enables  the  contractor  to  carry  out  the  work  without  having  the 
requisite  capital  to  complete  the  work  with  his  own  means.  If 
the  conditions  of  payment  are  to  be  other  than  this,  thus  mak- 
ing them  unusual  and  peculiar,  such  conditions  should  be  stated 
in  the  advertisement. 

Having  drawn  the  attention  of  contractors  to  the  work  and 
given  them  the  necessary  information  to  enable  them  to  decide 
whether  or  not  they  would  wish  to  submit  bids  upon  the  same, 
it  remains  to  give  them  such  information  as  may  be  necessary 
to  enable  them  to  procure  promptly  the  necessary  plans  and 
specifications,  the  blank  forms  of  proposals,  and  information 
as  to  the  amount  and  kind  of  guarantee  which  they  must  sub- 
mit with  their  bids  to  have  been  considered. 

60.  The  Guarantee.  The  object  of  the  guarantee  is  al- 
ways to  insure  that  the  successful  bidder,  or  the  party  who  is 
given  the  contract,  will  sign  the  contract  for  doing  the  work 
and  furnish  the  requisite  bond  for  faithful  performance.  In 
other  words,  this  guarantee  is  simply  an  assurance  of  his  good 
faith  and  honest  intentions  in  submitting  his  bid,  and  it  is  cus- 
tomary to  make  it  consist  of  cash  or  the  equivalent  of  cash  in 
the  form  of  a  bank  check  duly  certified  by  the  bank  as  being 
receivable  for  the  amount  stated.  This  check  is  to  be  made 
payable  to  the  party  letting  the  work,  or  his  agent,  and  is  to  be 
forfeited  to  such  party  in  case  the  bidder  fails  or  refuses  to 
enter  into  a  contract  for  the  performance  of  the  work  after  the 
award  has  been  made  to  him.  The  deposits  made  by  the  un- 
successful bidders  are,  of  course,  immediately  returned  to  them, 
and  that  of  the  successful  bidder  is  held  until  he  has  entered 
into  a  contract  as  above  stated,  after  which  it  is  also  returned 
to  the  owner.  Sometimes  it  is  considered  a  hardship  for  the 
bidders  to  have  to  make  this  cash  deposit  in  submitting  their 
bids,  in  which  case  the  bidders  are  asked  to  furnish  a  bond  or 
guarantee  signed  by  parties  known  to  be  responsible,  binding 
themselves  in  a  stated  sum,  which  sum  they  agree  to  pay  if  the 
bidder  named  therein  fails  to  enter  into  a  contract  for  the  faith- 


ADVERTISEMENTS.  61 

ful  performance  of  the  work.1  Some  such  guarantee  as  this 
should  always  accompany  every  bid  received  in  open  competi- 
tion. While  this  might  not  be  necessary  for  men  of  known 
business  integrity,  yet  in  an  open  competition  bids  will  be  re- 
ceived from  strangers,  and  without  this  kind  of  an  assurance 
of  honest  intention  the  successful  bidder  will  often  refuse  to 
enter  into  a  contract  on  the  basis  of  a  bid.  In  this  case  the  hand- 
ing in  of  a  bid  would  involve  no  financial  responsibility,  and 
hence  bidders  might  carelessly  submit  bids  without  having 
taken  due  precautions  to  determine  the  cost  of  the  work,  and 
hence  might  have  made  a  price  altogether  too  low  and  one 
which  would  involve  serious  losses  on  their  part  if  they  would 
undertake  to  carry  out  the  work  for  the  sum  named.  In  case 
such  a  party  should  receive  the  award  and  then  after  more  care- 
ful investigation  learn  that  the  work  could  not  be  performed 
for  the  price  named  in  the  bid  he  would  decline  to  enter  into  a 
contract  and  the  letting  would  have  to  be  made  over  again. 
This  would  necessitate  readvertising  the  work,  and  a  consider- 
able delay,  in  addition  to  some  cost.  It  is  desirable  therefore 
always  to  require  a  certain  guarantee  of  good  faith  which  shall 
accompany  the  bid  itself,  and  which  shall  involve  considerable 
loss  to  the  bidder  if  he  declines  to  enter  into  a  contract  in  case 
the  work  is  awarded  to  him. 

61.  Right  of  Rejection.  It  is  well  always  in  the  advertise- 
ment to  reserve  the  right  to  reject  any  or  all  bids,  for  if  this  is 
not  done  the  fair  inference  is  that  the  contract  will  be  let  to  the 
lowest  bidder.  In  some  instances,  when  the  work  is  done  under 
state  or  city  auspices,  the  law  may  require  that  the  contract 
shall  be  let  to  the  lowest  bidder  if  let  at  all.  In  this  case  the 
advertisement  should  state  that  "the  right  is  reserved  to  reject 
all  bids,"  since  if  parties  should  not  choose  to  let  the  work  ta 
the  lowest  bidder  their  only  recourse  would  be  to  reject  all  the 
bids  and  advertise  the  work  again.  If  the  parties  letting  the 

1  Or  the  agreement  may  be  to  pay  the  difference  between  the  price  named  and  the 
contract  price  for  which  the  work  may  finally  be  let 


02  GENERAL  SPECIFICATIONS. 

work  are  not  bound  by  this  legal  requirement,  and  if  they  have 
reserved  the  right  "to  reject  any  or  all  bids"  in  the  advertise- 
ment, then  they  are  at  liberty  to  let  the  work  to  any  of  the 
bidders  without  subjecting  themselves  to  a  charge  of  unfair- 
ness. It  must  be  admitted,  however,  that  if  the  work  is  not  let 
to  the  lowest  bidder,  the  parties  letting  the  work  subject  them- 
selves to  invidious  criticism,  and  they  should  have  very  good 
and  satisfactory  reasons  which  they  are  willing  to  produce  in 
defense  of  their  action,  in  order  to  clear  themselves  from  blame 
before  the  various  parties  interested  in  the  letting  of  the  work. 
62.  Illustrative  Examples.  The  following  advertisements 
have  been  selected  from  the  current  journals  as  fairly  embody- 
ing in  suitable  form  the  requirements  as  above  stated.  The 
student  should  note  the  terse  and  condensed  style  of  these  ad- 
vertisements in  which  the  greatest  possible  amount  of  valuable 
and  required  information  is  given  clearly  but  in  the  least  pos- 
sible space: 

CELINA,  OHIO,  WATER- WORKS — NOTICE  TO  CONTRACTORS. — 
Sealed  proposals  will  be  received  by  the  trustees  of  the  water- 
works of  the  village  of  Celina,  Ohio,  up  to  8  o'clock  p.  M.  of 
the  loth  day  of  April,  1895,  for  furnishing  the  materials  and 
constructing  a  system  of  water-works  for  said  village. 

There  will  be  required  about  773  tons  of  cast  iron  pipe ;  about 
18  tons  of  special  castings ;  101  fire  hydrants ;  76  valves  and 
boxes ;  brick  pumping  station  and  chimney ;  2  pumps  of  a  com- 
bined capacity  of  two  million  gallons  per  day ;  2  boilers ;  a  steel 
stand-pipe  16  fe^t  in  diameter  and  125  feet  high,  etc. 

Bids  will  be  received  for  furnishing  any  of  the  materials 
above  or  for  constructing  the  works  complete.  Proposals  must 
be  addressed  to  the  Secretary  of  the  Water- Works  Trustees, 
Celina,  Ohio,  and  must  contain  a  certified  check  or  its  equiva- 
lent, made  payable  to  said  secretary  in  an  amount  equal  to  two 
(2)  per  cent,  of  the  amount  of  the  bid. 

Plans  may  be  seen  and  specifications  and  blank  form  of  pro- 
posal procured  at  the  office  of  the  trustees,  Celina,  Ohio,  or  at 
the  office  of  the  engineers, ,  Buffalo,  N.  Y. 

The  right  is  reserved  to  reject  any  and  all  Lids. 

,Pres., 

,Sec., 


Trustees  of  the  Water- Works,  Celina,  Ohio. 
,  Buffalo,  N.  Y.,  Engineers. 


ADVERTISEMENTS.  63 

PROPOSALS  FOR  IRON  LATHING  AND  AREA  GRATINGS. — Office 
of  Building  of  Library  Congress,  145  East  Capitol  street, 
Washington,  D.  C,  November  12,  1894. — Separate  sealed  pro- 
posals for  furnishing,  delivering,  and  putting  in  place  com- 
plete the  iron  furring  and  lathing  required  for  the  ceilings,  par- 
titions, etc.,  in  the  first,  second,  and  attic  stories,  and  for  the 
iron  gratings  and  tile  lights  required  for  the  areas  of  the  Build- 
ing for  Library  of  Congress  in  this  city,  will  be  received  at  this 
office  until  2  o'clock  p.  M.  on  Tuesday,  the  27th  day  of  Novem- 
ber, 1894,  and  opened  immediately  thereafter  in  presence  of 
bidders.  Specifications,  general  instructions  and  conditions, 
and  blank  forms  of  proposal  may  be  obtained  on  application  to 
this  office. 


Superintendent  and  Engineer. 


NOTICE  TO  SEWER  CONTRACTORS. — Sealed  proposals  for  build- 
ing about  four  (4)  miles  of  pipe  sewers  in  sections  7  and  8  of 
the  Medford  sewerage  system  will  be  received  by  the  commis- 
sioners of  sewers  at  their  office  until  4:45  p.  M.,  Saturday, 
March  30,  1895.  All  proposals  must  be  on  forms  furnished  by 
the  city  and  accompanied  by  a  check  of  five  hundred  ($500) 
dollars  drawn  on  some  national  bank,  and  made  payable  to  the 
treasurer  of  the  city  of  Medford.  Some  approximate  quantities 
^re  as  follows:  20,477  lin-  ft-  of  pipe  sewer;  18,081  cu.  yds. 
of  earth  excavations  of  all  depths ;  67  manholes  aggregating 
578.2  vert.  ft.  Bricks,  pipe,  cement,  and  iron  work  will  be 
furnished  by  the  city.  Plans  may  be  seen,  specifications  and 
forms  of  contract  and  proposals  may  be  obtained  at  the  office 
of  the  commissioners.  Each  bidder  is  required  to  make  a  state- 
ment indicating  what  sewer  work  he  has  done,  and  to  give  ref- 
erence that  will  enable  the  board  to  judge  of  his  business  stand- 
ing; and  no  bid  will  be  received  in  case  the  bidder  has  not 
looked  the  work  over  on  the  ground.  The  commissioners  re- 
serve the  right  to  reject  any  or  all  bids,  if  they  deem  it  to  the 
interest  of  the  city  so  to  do. 

> 

Chairman  Commissioners  of  Sewers. 
,  Engineer,  Medford,  Mass.,  March  18,  1895. 


The  following  advertisements  are  given  as  examples  of  ex- 
treme brevity,  but  since  they  appeal  to  a  particular  class  of  con- 


64  GENERAL  SPECIFICATIONS. 

tractors,  accustomed  to  do  such  work,  they  perhaps  convey  aff- 
the  information  really  necessary  to  give  in  the  advertisement  r 
To  BUILDERS. — Office  of  the  Light-House  Engineer,  Eighth 
District,  New  Orleans,  La.,  March  20,  1895. — Proposals  wiH 
be  received  at  this  office  until  2  o'clock  p.  M.,  Wednesday,  the 
ist  day  of  May,  1895,  for  furnishing  the  materials  and  labor 
of  all  kinds  necessary  for  the  construction,  erection,  and  de- 
livery of  the  buildings  for  the  Brazos  River  Light  Station,, 
Texas.  Plans,  specifications,  forms  of  proposal,  and  other  in- 
formation may  be  obtained  on  application  to  this  office.  The 
right  is  reserved  to  reject  any  or  all  bids,  and  to  waive  any 

defects. ,   Major,  Corps  of  Engineers,  U.  S.  A., 

Light-House  Engineer. 


OFFICE  OF  ENGINEER,  Ninth  and  Eleventh  Lighthouse  Dis- 
tricts, Detroit,  Mich.,  March  25,  1895. — Sealed  proposals  will  be 
received  at  this  office  until  3  o'clock  p.  M.  of  Monday,  the  I5th 
day  of  April,  1895,  for  furnishing  seven  skeleton  iron  towers 
for  Hay  Lake  Channel,  St.  Mary's  River,  Mich.  Plans,  speci- 
fications, forms  of  proposals,  and  other  information  may  be  ob- 
tained on  application  to  the  undersigned.  The  right  is  reserved 

to  reject  any  or  all  bids,  and  to  waive  any  defects. „ 

Major,  Corps  of  Engineers,  U.  S.  A.,  Lighthouse  Engineer. 


OFFICE  OF  THE  COMMISSIONERS,  D.  C,  Washington,  D.  C.* 
March  28,  1895. — Sealed  proposals  will  be  received  at  this  office 
until  ii  o'clock  A.  M.,  April  5,  1895,  for  grading  and  regulat- 
ing streets  and  roads.  Blank  forms  of  proposals,  specifications 
and  all  necessary  information  may  be  obtained  at  this  office. 
, , ,  Commissioners,  D.  C. 


U.  S.  ENGINEER  OFFICE,  537  Congress  street,  Portland,  Me^ 
March  4,  1895. — Sealed  proposals  for  dredging  in  Harrisseckit: 
river,  Me.,  and  Bellamy  river,  N.  H.,  will  be  received  here 
until  3  p.  M.,  Monday,  April  15,  1895,  and  then  publicly  opened. 

All  information  furnished  on  application. • — ,  Majo*- 

Engineers. 


PROPOSALS  FOR  CONSTRUCTION  of  dams  and  shore  protections 
on  Upper  Mississippi  river,  between  Muscatine,  Iowa,  and 
New  Boston,  111.  U.  S.  Engineer  Office,  Rock  Island,  111., 
March  16,  1895. — Sealed  proposals  will  be  received  here  until 
2  p.  M.,  April  15,  1895,  and  then  publicly  opened.  All  informa- 
tion furnished  on  application. 


INSTRUCTIONS  TO  BIDDERa  65 

U.  S.  ENGINEER  OFFICE,  Boston,  Mass.,  Feb.  25,  1895. — 
Sealed  proposals  for  dredging  in  "The  Narrows,"  Boston  Har- 
bor, Mass.,  will  be  received  here  until  noon,  April  2,  1895,  and 
then  publicly  opened.  All  information  furnished  on  applica- 
tion.   ,  Lt.  Col.  Eng'rs. 


INSTRUCTIONS  TO  BIDDERS. 

63.  Preliminary  Information.  A  description  of  many  of 
the  general  conditions  of  the  work  and  of  the  manner  of  letting 
it  may  well  be  grouped  together  and  printed  in  connection  with 
the  blank  forms  of  proposals.  This  information  is  usually 
placed  under  the  title  of  "Instructions  to  Bidders."  A  fair 
sample  of  such  preliminary  information  is  given  below.  All  of 
this  information  might  be,  and  often  is,  embodied  in  the  speci- 
fications themselves,  but  they  are  here  separated  for  greater 
clearness  in  the  analysis  of  the  various  documetns  involved  in 
the  letting  of  an  engineering  contract : 

INSTRUCTIONS  TO  BIDDERS. 

FOR  A  WATER- WORKS  SYSTEM   AT  THE  U.   S.   MILITARY  POST  AT 
FORT  RILEY,   KAN. 

1.  No  bids  will  be  received  for  any  part  of  the  work  herein 
described  from  parties  who  can  not  show  a  reasonable  acquaint- 
ance with,  and  preparation  for,  the  proper  performance  of  the 
class  of  work  for  which  the  bid  is  submitted.    Evidence  of  such 
competency  must  be  furnished  if  desired. 

2.  Proposals  must  be  made  on  the  blank  forms  to  be  ob- 
tained at  this  office. 

3.  Bids  will  be  received  as  follows : 

First.  On  wells  and  connections  complete  to  the  wall  of  the 
pump  pit.  Bidders  will  state  methods  which  they  propose  to 
use  in  sinking  wells. 

Second.  On  boiler,  coal  and  dwelling  house,  pump  pit  and 
reservoir,  with  roof  complete. 

Third.  On  all  machinery  including  boilers,  furnaces,  stack, 
concrete  floor  in  boiler  and  coal  house,  pump,  connections,  suc- 
tion and  discharge  pipes  to  the  outside  of  pump  pit  wall, 
benches,  tools,  etc.  Bidders  must  state  what  kind  of  pump  they 
propose  to  furnish. 
5 


66  GENERAL  SPECIFICATIONS. 

Fourth.  On  the  pipe  system,  complete  with  hydrants  and 
valves,  and  to  include  the  following  items : 

(a)  Price  per  foot  for  eight  (8)  inch  mains. 

(b)  Price  per  foot  for  six  (6)  inch  mains. 

(c)  Price  per  foot  for  four  (4)  inch  mains. 

These  items  are  introduced  to  cover  any  slight  variations 
in  lengths  over  or  under  the  amounts  herein  specified,  and  con- 
tractors hereby  agree  to  such  extension  or  reduction  at  the 
prices  named. 

Bidders  may  make  in  addition  to  the  above  a  bid  for  the  entire 
work  complete. 

4.  Each  proposal  must  be  accompanied  by  a  written  guar- 
anty in  the  sum  of  $2,000  (executed  strictly  in  accordance  with 
the  printed  instructions,  and  upon  the  blank  forms  furnished 
under  this  circular),  signed  by  two  responsible  persons,  to  the 
effect  that  if  the  proposal  is  accepted  within  sixty  days  from 
the  date  of  the  opening  of  the  proposals,  the  bidder  will,  with- 
in ten  days  after  being  notified  of  such  acceptance,  enter  into  a 
contract  and  give  bond  with  good  and  sufficient  sureties,  and 
that  in  case  of  failure  of  the  bidder  to  enter  into  contract  and 
give  bond,  they  will  pay  the  difference  between  the  amount  of 
his  bid  and  the  amount  for  which  contract  may  be  made  with 
another  party.1 

5.  The  amount  of  the  penalty  of  the  bond  to  be  furnished 
by  the  contractor  will  not  be  less  than  one-tenth  nor  more  than 
the  full  sum  of  the  consideration  of  the  contract. 


FORMS  OF  PROPOSALS 

.  64.  The  Object  of  Blank  Forms  of  Proposals.  In  ordei 
to  insure  that  all  the  bidders  shall  submit  their  proposals  on 
exactly  the  same  items  and  estimate  prices  in  the  same  units,  it 
is  necessary  to  prepare  printed  blank  forms  to  be  used  by  all 
the  bidders,  these  forms  being  complete  in  all  respects  except 
the  prices  and  the  names  of  the  bidders.  So  important  is  it  to 
have  the  bids  exactly  comparable  in  all  respects  that  it  is  cus- 
tomary to  reject  all  bids  not  made  out  on  these  printed  forms 
as  well  as  all  bids  which,  though  made  on  the  printed  forms, 

1  In  place  of  this  it  is  more  common  to  require  the  hid  to  be  accompanied  by  a  cer- 
tified check  (or  cash)  for  a  specified  sum,  to  be  forfeited  in  case  the  bidder  fails  to 
enter  into  contract  if  the  work  is  awarded  to  him. 


FORMS  OF  PROPOSALS.  67 

have  changed  the  conditions  of  the  same  in  any  particular, 
either  by  erasures,  interlineations,  or  additional  conditions.  If 
the  bidder  desires  to  submit  a  proposition  in  a  different  way  or 
with  other  conditions  than  those  stated  in  the  printed  form  he 
should  submit  his  bid  on  the  printed  form  without  correction 
or  change  and  then  append  to  his  bid  an  auxiliary  paper  em- 
bodying such  changes  as  he  would  wish  to  make,  and  the  price 
he  would  submit  if  these  changes  were  agreed  to.  In  this  way 
he  complies  strictly  with  the  requirements  by  submitting  a  bid 
which  is  regular  in  every  respect,  and  in  addition  submits  what 
is  practically  another  bid  on  a  modified  basis.  While  the  modi- 
fied bid  is,  of  course,  irregular,  and  would  not  be  considered  in 
conjunction  with  the  regular  bids,  it  would  give  to  the  parties 
letting  the  contract  the  information  which  he  desires  them  to 
have,  and  states  the  modifications  which  he  would  agree  to  if 
the  bid  were  let  to  him  on  the  basis  of  his  formal  and  regular 
proposal.  The  work  might  then  be  let  to  him  on  the  basis 
of  his  valid  proposal,  with  the  expectation  of  making  the  terms 
in  the  final  contract  in  accordance  with  the  bidder's  amended 
proposition.  If  the  parties  letting  the  contract,  however,  should 
not  choose  to  do  this,  the  bidder  would  still  be  bound  by  his 
formal  or  regular  proposal.  The  importance  of  making  the 
bids  strictly  comparable  in  every  respect  is  so  very  essential  to 
fair  and  intelligent  treatment  of  the  bidders  themselves,  and 
so  necessary  in  order  to  determine  which  is  really  the  lowest 
bid,  that  the  practice  of  preparing  and  supplying  such  blank 
forms  of  proposals  should  always  be  followed. 

65.  Manner  of  Letting  the  Work.  Before  such  forms  can 
be  prepared,  however,  several  questions  must  be  decided,  among 
which  are  the  following: 

1.  Shall  the  work  be  let  as  a  whole,  or  shall  it  be  let  in  parts. 

2.  Whether  let  as  a  whole  or  in  parts,  shall  bids  be  received 
for  fixed  sums  for  the  whole  or  for  the  several  parts,  or  shall 
they  be  received  on  a  basis  of  certain  suitable  units  of  measure- 
ment.    As,  for  instance,  per  cubic  yard,  for  earth  work,  per 
perch  for  masonry,  per  pound  for  iron  work,  per  square  yard 


68  GENERAL  SPECIFICATION 

for  street  paving,  per  mile  for  railroad  rails  and  ties,  or  per 
lineal  foot  for  water  pipe  or  sewers,  etc. 

3.  Shall  the  work  be  let  in  such  a  way  as  to  involve  the  pay- 
ment of  a  bonus  or  additional  sum  for  the  performance  above 
that  required,  and  a  corresponding  reduction  in  price  for  a 
failure  to  meet  the  requirements. 

4.  Shall  the  work  be  let  for  a  certain  price  for  the  original 
construction,  and  a  certain  price  per  annum  for  maintenance 
for  a  given  period. 

5.  Shall  the  contractor  be  required  to  furnish  all  materials 
and  perform  all  the  labor,  or  shall  the  principal  purchase  a  por- 
tion or  all  of  the  material  and  turn  it  over  to  the  contractor  for 
use  in  the  construction  of  the  work. 

66.  Contract  Let  as  a  Whole  or  in  Parts.  Some  of  the 
considerations  in  favor  of  letting  work  as  a  whole  rather  than 
in  parts  are :» 

(a)  By  this  means  one  man  or  company  alone  is  responsible 
for  the  faithful  performance  of  the  work  both  as  to  quality  and 
as  to  time.  This  prevents  a  division  of  responsibility  which 
is  always  bad,  and  in  the  case  of  carrying  out  contract  work  is 
often  the  cause  of  failure  to  have  the  work  completed  within 
the  time  specified,  without  being  able  to  locate  the  responsi- 
bility for  such  delay.  Where  there  are  several  contractors  upon 
the  same  piece  of  work,  each  may  so  stand  in  the  way  of  an- 
other that  the  work  may  be  greatly  delayed,  and  yet  each  one 
of  the  several  contractors  may  have  a  reasonable  defense  which 
would  shield  him  from  personal  liability. 

(&)  When  there  is  but  a  single  contractor  the  business  is 
concentrated  so  that  the  work  of  the  engineer  or  of  the  in- 
spectors is  greatly  lessened  from  having  to  deal  with  one  man 
instead  of  many  separate  contractors. 

(c)  When  several  contractors  are  engaged  upon  the  same 
work  it  is  difficult  for  them  so  to  plan  their  parts,  in  time,  as  to 
avoid  a  certain  amount  of  delay  where  the  work  of  one  is  de- 
pendent upon  antecedent  work  of  another.  When  the  work 


FORMS  OF  PROPOSAL&  69 

is  done  by  a  single  contractor  he  can  arrange  to  avoid  such  de- 
lays as  are  almost  necessarily  incident  to  the  working  of  several 
contractors  in  sequence. 

(d)  When  the  work  is  such  as  is  commonly  let  in  a  single 
contract,  or  in  other  words,  when  bids  can  be  received  from 
parties  who  have  been  accustomed  to  carry  out  all  parts  of  such 
a  work,  it  is  usually  more  economical  to  let  the  work  in  a  single 
contract  than  it  is  to  let  it  in  parts.  In  the  former  case  there  is 
but  one  man  to  reap  a  profit  from  the  construction,  whereas  if 
let  in  parts,  each  contractor  must,  of  course,  make  his  estimate 
in  such  a  way  as  to  allow  himself  a  reasonable  profit. 

Some  of  the  arguments  in  favor  of  letting  the  work  in  parts 
are: 

(a)  The  project  may  involve  constructions  of  such  different 
kinds  as  to  make  it  impracticable  for  one  contractor  to  under- 
take the  entire  work.  In  this  case  the  letting  in  parts  is  neces- 
sary to  a  skillful  performance. 

(&)  Where  there  are  local  parties  who  are  competent  to  exe- 
cute portions  of  the  work,  but  not  the  whole,  and  who  are 
anxious  to  bid  upon  such  portion,  it  may  be  wise  to  let  the 
work  in  parts  provided  it  is  reasonably  certain  that  competitive 
bids  can  be  received  on  all  the  parts.  Even  in  this  case  it  is 
desirable  also  to  receive  bids  upon  the  whole  work,  so  that  when 
the  bids  are  opened  it  will  appear  which  is  the  more  economical 
method  of  letting.  Even  when  it  is  reasonably  certain  in  ad- 
vance that  the  contract  will  be  let  as  a  whole  it  is  often  wise 
to  receive  bids  on  the  parts  in  order  to  satisfy  local  demands, 
and  to  avoid  invidious  criticism  and  public  detraction.  This  is 
especially  true  in  the  case  of  public  works,  if  the  local  bidders 
who  wish  to  submit  proposals  on  parts  of  the  work,  but  who 
would  be  incompetent  to  bid  upon  the  whole,  are  shut  out  by 
receiving  bids  only  upon  the  entire  project. 

67.  Contract  Let  for  a  Fixed  Sum  or  per  Specif.  ed\Units. 
When  the  work  to  be  performed  under  a  contract  is  perfectly 
definite  as  to  quantity,  it  is  best  to  let  the  contract  for  a  fixed 


70  GENERAL  SPECIFICATIONS. 

sum.  When  either  the  quantity  of  work  to  be  done  or  the 
quality  or  kind  of  material  to  be  encountered,  as  in  excavations, 
is  more  or  less  unknown  and  indeterminate,  it  is  necessary  to 
let  such  parts  of  the  work  at  least,  in  terms  of  some  suitable 
unit  of  measurement.  Thus  in  the  case  of  excavation,  the  kind 
of  material  which  will  be  encountered  is  always  more  or  less 
uncertain,  and  the  quantities  to  be  moved  are  usually  unde- 
termined in  advance.  In  various  other  lines  of  work,  also,  the 
exact  quantities  are  not  measured  or  computed  in  advance  of 
the  construction,  so  that  in  all  such  cases  it  is  necessary  to  let 
the  work  per  unit  of  measure.  It  is  often  wise,  however,  to 
assume  a  certain  definite  amount  of  work  of  each  kind  to  be 
performed,  and  let  the  contract  for  a  fixed  sum  on  the  basis  of 
this  assumption,  providing  for  variations  from  these  amounts 
in  the  blank  form  of  proposal  by  requiring  the  bidder  to  state 
not  only  a  fixed  sum  for  the  assumed  total,  but  also  a  price  per 
unit  of  measure,  in  accordance  with  which  the  quantities  as- 
sumed as  the  basis  of  the  bid  may  be  either  increased  or  di- 
minished, it  being  understood,  however,  that  the  quantity  stated 
is  approximately  the  amount  of  work  to  be  performed.  In  this 
way  it  becomes  known  in  advance  about  what  the  work  is  to 
cost,  and  if  the  quantities  are  changed  somewhat  these  changes 
do  not  become  a  source  of  contention  between  the  parties. 

In  choosing  the  units  of  measure  which  shall  serve  as  the 
items  to  which  prices  are  to  be  affixed  by  the  bidders,  it  is 
necessary  to  select  and  describe  these  units  in  such  a  way  that 
they  can  not  be  misunderstood ;  thus  in  masonry  it  is  better  to 
use  the  cubic  yard  as  a  unit  rather  than  the  perch,  since  this 
latter  has  different  values  in  different  localities.  Also  it  should 
be  clearly  defined  in  the  proposal  itself  in  what  way  these  meas- 
urements should  be  taken,  as,  for  instance,  in  masonry,  whether 
all  openings  should  be  excluded,  and  in  tunnel  excavation  that 
the  measurement  should  include  only  the  material  excavated 
inside  the  given  sectional  boundaries,  and  in  water  pipe  on 
which  bids  are  received  per  foot  in  length  for  the  various  sizes, 


FORMS  OF  PROPOSAL&  71 

that  the  measurements  should  be  taken  on  the  center  lines  of 
such  pipes,  after  they  are  laid,  etc.  Also  in  the  case  of  the  fur- 
nishing of  materials,  machinery,  and  appliances,  the  printed 
proposal  should  indicate  where  the  material  is  to  be  delivered 
and  whether  or  not  the  machinery  is  to  be  erected.  The  failure 
to  make  the  proposal  clear  in  these  and  other  minor  particulars 
is  often  the  cause  of  serious  disagreements,  provoking  delays, 
and  sometimes  of  considerable  expense. 

68.  Contract  Involving  a  Specific  Performance.  When 
machinery  is  purchased  on  the  basis  of  a  specific  performance, 
as  in  the  case  of  pumping  engines,  steam  boilers,  steam  ships, 
and  the  like,  where  a  specific  performance  is  made  the  basis  of 
the  contract  price,  it  is  customary  and  proper  to  provide  for 
specific  additional  sums  for  stated  percentages  of  excess  of  per- 
formance over  and  above  that  which  forms  the  basis  of  the 
bid,  and  also  for  stated  deductions  from  the  contract  price  for 
given  percentages  by  which  the  performance  fails  to  meet  the 
standard.  In  this  way  the  contractor  is  fairly  paid  for  accom- 
plishing more  than  he  agreed  to,  and  the  purchaser  obtains  a 
fair  reduction  in  price  for  any  failure  to  reach  the  agreed  stand- 
ard. When  a  specific  performance  is  made  the  basis  of  a  con- 
tract without  these  agreed  premiums  and  discounts,  the  pur- 
chaser is  at  liberty  to  refuse  to  accept  the  work  at  any  price, 
in  case  of  even  a  partial  failure  to  meet  the  specified  require- 
ments ;  while,  on  the  other  hand,  if  the  contractor  has  far  ex- 
ceeded the  specifications,  he  gets  no  benefit  whatever  for  the 
enhanced  value  of  the  product.  A  specific  performance,  there- 
fore, when  made  the  basis  of  the  acceptance  of  a  piece  of  con- 
tract  work  without  these  provisions  for  premiums  and  dis- 
counts is  a  very  onesided  and  unfair  contract,  and  its  use  should 
be  discouraged  by  engineers. 

In  all  cases  where  a  specific  performance  is  made  the  basis 
of  a  contract  price,  the  conditions  of  this  performance  should 
be  so  clearly  stated  in  the  specifications,  and  the  nature  of  the 
tests  to  determine  this  performance  so  distinctly  described  that 


72  GENERAL  SPECIFICATIONS. 

no  misunderstanding  can  arise  when  the  time  comes  for  mak- 
ing these  tests.  These  descriptions  belong  in  the  specifications 
rather  than  to  the  proposals. 

69.  Contract  Including  Maintenance.    In  the  case  of  street 
pavements,  especially  where  the  material  is  new  or  untried,  it 
is  common  to  require  the  contractor  to  maintain  it  for  a  given 
period,  at  a  stated  price  per  annum.     In  this  case  this  main- 
tenance price  must  also  be  provided  for  in  the  proposal,  as 
well  as  the  price  charged  for  first  cost. 

70.  Contract  for  the  Work  Only.    It  is  often  wise  for  the 
principal  to  purchase  materials  himself  which  shall  be  used  by 
the  contractor  in  the  carrying  out  of  the  work.    Thus  the  prin- 
cipal may  wish  to  use  a  particular  kind  or  quality  of  material 
which  he  does  not  wish  to  describe  specifically  in  the  specifica- 
tions, or  which,  if  described,  he  can  not  well  assure  himself 
that  the  contractor  will  furnish.     Especially  is  this  the  case 
with  such  materials  as  can  not  be  clearly  identified  by  ordinary 
methods  of  inspection ;  as,  for  instance,  various  kinds  of  paints, 
cement,  iron  and  steel,  paving  brick,  besides  a  great  number 
of  specialties  in  the  line  of  manufactured  articles  and  machines. 
Or,  the  contractor  may  not  be  able  to  purchase  this  material 
on  as  favorable  terms  as  the  principal,  because  of  the  greater 
risk  involved  in  the  sale  of  this  material  when  the  contractor 
must  be  looked  to  for  payment.    Thus,  when  the  bidders  are 
informed  that  the  principal  will  furnish  materials  which  would 
otherwise  cost  the  contractor  large  sums  of  money,  many  con- 
tractors of  small  means  would  be  encouraged  to  bid  upon  the 
work,  who  otherwise  would  not  be  able  to  handle  it.    For  these 
and  other  reasons,  therefore,  it  is   frequently  wise   for  the 
principal  to  purchase  the  material  and  turn  it  over  to  the  con- 
tractor for  use  in  the  work. 

71.  Proposal  for  Building  a  Dam,  Spillway,  Levee,  Out- 
let Tunnel,  and  Overflow  Chamber. 

To  THE  FIRST  NEW  MEXICO  RESERVOIR  AND  IRRIGATION  Co., 

ROSWELL,  NEW  MEXICO. 

Gentlemen: — The  undersigned  propose  to  do  all  the  work 
and  furnish  all  of  the  material  in  accordance  with  the  printed 


FORMS  OF  PROPOSALS.  73 

form  of  contract  and  specifications,  a  copy  of  which  is  herewith 

annexed,  and  bind ,  on  the  acceptance  of  this  proposal, 

to  enter  into  and  execute  a  contract  in  the  form  of  said  enclosed 
specifications  and  contract  for  the  execution  of  said  work  at  the 
.prices  named  below,  to  wit: 

.Excavation: 

(a)  Earth,  including  all  forms  of  soil,  or  clay,  per  cubic 

yard . 

(b)  Gravel  and  sand,  including  all  forms  and  combinations 

of  these  materials,  per  cubic  yard . 

(c)  Loose  rock  in  open  cut,  including  all  kinds  of  loose  rock 

not  requiring  blasting,  per  cubic  yard . 

(d)  Solid  rock  in  open  cut,  including  all  kinds  of  rock  re- 

quiring blasting,  per  cubic  yard . 

(e)  Rock  in  tunnel,  including  all  tunnel  work  to  the  outer 

line  of  the  lining  wall,  if  such  be  required,  otherwise 

to  the  lines  of  the  drawings,  per  cubic  yard . 

.Fill: 

(a)  Earth,  clay,  gravel  or  sand,  not  rolled,  per  cubic  yard 

(b)  Same  materials  spread  in  courses  and  rolled  dry,  per 

cubic  yard . 

(c)  Same  materials  spread  in  courses,  dampened  and  rolled, 

per  cubic  yard . 

(d)  Same  materials  spread  in  courses,  pulverized,  harrowed, 

wet   down   and   rolled   thoroughly,   per   cubic   yard 

(*)  Clay  and  gravel  mixed  in  layers,  harrowed,  wet  down 
and  rolled  thoroughly  (clay  puddle),  per  cubic  yard 

(/)  Loose  rock  dumped  or  thrown  in  as  in  temporary  dam, 

per  cubic  yard . 

(g)  Rip  rap  laid  on  face  of  dam,  per  cubic  yard . 

(h)  Facing  rock  laid  dry  with  close  joints  for  distance  of 

4  inches  from  surface  and  rammed,  per  cubic  yard 

.Masonry: 

(a)  Rubble  masonry  laid  in  Portland  cement  mortar,  as  de- 

scribed, per  cubic  yard . 

(b)  Masonry  lining  of  tunnel,  as  described,  per  cubic  yard, 

actual  volume . 

(c)  Dimension  stone  masonry,  laid  in  Portland  cement  mor- 

tar, as  described,  per  cubic  yard . 

Enclosed  is  a  certified  check  for  five  hundred  dollars ;  which 
sum  is  to  be  forfeited  to  the  First  New  Mexico  Reservoir  & 
Irrigation  Co.  if  the  party  or  parties  making  this  proposal  fail 


74  GENERAL  SPECIFICATION 

to  enter  into  contract,  with  approved  securities,  within  fifteen 
days  after  the  contract  is  awarded  to  said  party  or  parties. 

Respectfully, 

(Signature  and  address  of  contractors.) 


ST.  Louis,  Mo., ,  1890. 

NOTE.— Each  bid  shall  be  placed  in  a  sealed  envelope  addressed  to 

** ,  President  First  New  Mexico  Reservoir  &  Irrigation  Co.,"  care  of 

" ,  Consulting  Engineers,  ,  St.  Louis,  Mo.,"  and  shall  be  in- 
dorsed "  Proposal  for  building  Dam,  etc." 

The  First  New  Mexico  Reservoir  £  Irrigation  Co.  reserves  the  right 
to  reject  any  or  all  bids. 

J.  &F. 

72.  Proposal  Bond.  In  lien  of  a  cash  deposit  accompany- 
ing the  bid  as  a  guarantee  of  good  faith  and  of  intention  to 
enter  into  contract,  if  the  same  be  awarded  to  the  party,  a  bond 
may  be  received,  duly  signed  and  certified,  which  will  insure 
either  the  signing  of  the  contract,  or  the  payment  of  such  dam- 
ages as  may  result  from  a  failure  to  sign.  These  damages 
would  usually  be  measured  by  the  difference  between  the 
amount  named  by  the  party  furnishing  the  bond,  and  the  sum 
for  which  the  contract  might  finally  be  let,  and  this  is  usually 
named  as  the  amount  of  the  forfeiture  under  the  bond.  It  is  the 
usual  custom  of  the  United  States  Government  to  require  a 
bond  of  this  sort  rather  than  a  cash  deposit.  It  is  evidently 
a  less  hardship  upon  the  contractor  to  furnish  such  a  bond. 
The  following  is  the  form  of  this  document  as  used  by  the 
United  States  Government: 

PROPOSAL  BOND  OR  GUARANTY. 

We, ,  of ,  in  the  state  of ,  and , 

of ,  in  the  state  of ,  hereby  guarantee  and  bind  our- 
selves and  each  of  us,  our  'and  each  of  our  heirs,  executors  and 
administrators,  to  the  effect  that  if  the  bid  of here- 
with accompanying,  dated  ,  1894,  for  furnishing  all  ma- 
terials and  labor,  and  constructing  the  power  house  and  office 
building  for  the  8oo-ft.  lock  at  St.  Mary's  Falls  canal,  shall  be 
accepted,  in  whole,  or  in  part,  within  sixty  (60)  days  from  the 

date  of  the  opening  of  proposals,  the  said  bidder — , , 

will,  within  ten  (10)  days  after  beir.g  notified  of  such  accept- 


FORMS  OF  PROPOSALa  75 

ance,  enter  into  a  contract  with  the  United  States  in  accordance 
with  the  terms  and  conditions  of  the  advertisement,  and  will 
give  bond  with  good  and  sufficient  sureties  for  the  faithful  and 
proper  fulfillment  of  the  same.  And  in  case  the  said  bidder — 
shall  fail  to  enter  into  contract  within  the  said  ten  (10)  days 
with  the  proper  officer  of  the  United  States,  and  furnish  good 
and  sufficient  bond  for  the  faithful  performance  of  the  same 
according  to  the  terms  of  said  bid  and  advertisement,  we  and 
each  of  us  hereby  stipulate  and  guarantee,  and  bind  ourselves 
and  each  of  us,  our  and  each  of  our  heirs,  executors  and  ad- 
ministrators, to  pay  unto  the  United  States  the  difference  in 
money  between  the  amount  of  the  bid  of  the  said  bidder — , 
and  the  amount  for  which  the  proper  officer  of  the  United 
States  may  contract  with  another  party  to  furnish  said  mate- 
rials and  labor  and  construct  the  power  house  and  office  build- 
ing as  specified,  if  the  latter  amount  be  in  excess  of  the  former, 
for  the  whole  work  covered  by  the  proposal. 

WITNESSES  : 
,  [SEAL] 

Dated ,  1894. 

Executed  in  triplicate. 


JUSTIFICATION   OF  GUARANTOR. 


STATE  OF 


County  of .    j  a 

I, ,  one  of  the  guarantors  named  in  the  within  guaranty, 

do  swear  that  I  am  pecuniarily  worth  the  sum  of  forty  thousand 
dollars,  over  and  above  all  my  debts  and  liabilities. 

[Signature  of  guarantor] . 

Before  me, 

[Signature  of  officer  administering  oath,  with  seal,  if  any.] 

STATE  OF  — 

County  of 

I, ,  one  of  the  guarantors  named  in  the  within  guaranty, 

do  swear  that  I  am  pecuniarily  worth  the  sum  of  forty  thousand 
dollars,  over  and  above  all  my  debts  and  liabilities. 

[Signature  of  guarantor] . 

Before  me, 

[Signature  of  officer  administering  oath,  with  seal,  if  any.] 

CERTIFICATE. 

I, ,  do  hereby  certify  that and , 

the  guarantors  above  named,  arc.  personally  known  to  me,  and 
that,  to  the  best  of  my  knowledge  and  belief,  each  is  pecuniarily 


70  GENERAL  SPECIFICATIONS. 

worth,  over  and  above  all  his  debts  and  liabilities,  the  sum  stated 
in  the  accompanying  affidavit  subscribed  by  him. 

[Signature  of  certifying  official] . 

U.  S.  ENG.  CORPS. 

NOTE.  —  The  certificate  may  be  given  separately  as  to  each  guarantor, 
and  modified  accordingly. 


ENGINEERING  SPECIFICATIONS. 

73.  Engineering    Specifications    Defined.       Engineering 
specifications  consist  of  a  series  of  specific  provisions,  each  one 
of  which  defines  and  fixes  some  one  element  of  the  contract. 
These  clauses  relate,  in  general : 

First.  To  the  work  to  be  done. 

Second.  To  the  business  relations  of  the  two  parties  to  the 
contract. 

In  the  first  sense,  the  specifications  supplement  and  explain 
the  plans  (if  there  be  any)  and  define  the  chaiacter  of  the  mate- 
rials and  the  methods  to  be  employed  on  the  work,  or,  if  unac- 
companied by  plans,  they  embody  the  principles  and  rules  in 
accordance  with  which  the  plans  must  be  drawn  and  the  work 
executed.  In  this  sense  the  specifications  enable  the  bidder  to 
estimate  the  cost  of  the  proposed  work  and  after  the  contract 
is  let  they  serve  as  the  rules  of  inspection  and  acceptance  of 
such  work. 

In  the  second  sense  the  specifications  define  the  rights  and 
duties  of  the  two  parties  to  the  contract  to  each  other  and  em- 
body proper  provisions  for  changes  in  the  plans,  and  for  the 
settlement  of  disputes  which  may  arise ;  they  also  describe  the 
conditions  of  payment,  acceptance,  etc.  etc. 

74.  Classes  of  Specifications.     There  may  be  said  to  be 
three  general  classes  of  engineering  specifications : 

(a)  Specifications  accompanying  complete  detail  plans. 

(b)  Specifications  accompanying  a  general  plan  only. 

(c)  Specifications  unaccompanied  by  any  plan,  and  com- 
monly known  as  general  specifications. 


ENGINEERING  SPECIFICATION&  77 

All  of  these  classes  of  specifications  are  in  common  use  and 
each  has  its  own  particular  sphere  of  usefulness. 

(a)  Thus,  when  the  design  is  novel,  or  when  the  engineer 
wishes  a  particular  design  carried  out,  he  usually  prepares  full 
detail  plans,  or  drawings,  showing  how  all  parts  of  the  proposed 
work  shall  be  done. 

In  the  case  of  public  works,  also,  when  the  law  requires  the 
contract  to  be  let  in  open  competition,  and  also  specifies  that  it 
shall  be  let  to  the  lowest  bidder,  it  is  almost  necessary  to  pre- 
pare full  detail  plans  in  order  to  avoid  an  inadequate  or  inferior 
design  being  put  into  competition  with  better  ones,  and,  from 
its  diminished  cost,  receiving  the  contract. 

(b)  If  the  engineer  can  limit  the  bidders  to  a  selected  class 
•of  reliable  contractors,  who  have  reputations  to  lose  if  they 
should  do  inferior  work,  he  may  prepare  very  general  plans 
only  and  allow  the  contractor  to  make  the  details  to  suit  himself, 
in  accordance,  however,  with  certain  specific  requirements  as 
given  in  the  specifications,  and  subject  to  the  approval  of  the 
engineer. 

(c)  If  the  engineer  is  indifferent  as  to  even  the  general  de- 
sign, provided  the  finished  work  answers  equally  well  certain 
prescribed  demands,  as  given  in  a  set  of  general  specifications, 
he  may  not  prepare  any  plans  whatever,  but  leave  the  con- 
tractor (who  must  now  also  be  chosen  by  the  engineer  or  only 
responsible  parties  allowed  to  bid)  to  use  any  design  he  may 
choose,  such  designs  to  be  submitted,  however,  wiih  his  bid,, 
and  this,  together  with  the  general  specifications  to  form  the 
basis  of  the  contract. 

75.  Gereral  and  Specific  Clauses.  Any  specification  may 
be  said  to  be  composed  of  two  kinds  of  clauses,  general  and 
specific. 

All  those  clauses  which  relate  to  the  business  portion  of  the 
contract,  or  which  go  to  define  the  relations  of  the  parties  to 
the  civil  contract  as  a  business  proposition,  may  be  said  to  be 
the  general  clauses. 

All  those  clauses  which  are  descriptive  of  the  engineering 


78  GENERAL  SPECIFIGATIONa 

or  structural  features  of  the  design,  either  as  explanatory  of  the 
plans,  or  of  the  materials  to  be  used,  or  of  the  methods  to  be 
employed,  may  be  called  the  specific  clauses. 

Since  the  general  clauses  are  common  to  all  kinds  of  specifi- 
cations, they  will  be  discussed  first. 


THE  GENERAL  CLAUSES  IN  SPECIFICATIONS. 

76.  The  General  Clauses  in  Specifications  may  relate  to 

any  or  all  of  the  following  subjects : 

(1)  Time  of  commencement,  rate  of  progress,  and  time  of 
completion  of  the  work. 

(2)  As  to  the  character  of  the  workmen  to  be  employed. 

(3)  Suitable  appliances  to  be  used. 

(4)  Monthly  estimates  of  work  done  and  payments  to  be 
made. 

(5)  Provision   for   inquiring  into  the   correctness   of  the 
monthly  estimates. 

(6)  Reserving  a  certain  percentage  as  a  repair  fund,  for  a 
stated  period  after  completion. 

(7)  Conditions  of  the  final  estimate. 

(8)  Engineer's  measurements  and  classifications  final  and 
conclusive. 

(9)  Determination  of  damages  sustained  by  failure  to  com- 
plete the  work  within  the  time  agreed  upon  or  as  extended. 

( 10)  The  discharge  of  unpaid  claims  of  workmen  and  mate- 
rial men. 

(n)   No  claims  for  damages  on  account  of  suspension  of 
work. 

(12)  No  claims  for  damages  on  account  of  delay. 

(13)  No  claims  on  account  of  unforeseen  difficulties. 

( 14)  Protection  of  finished  work. 

(15)  Protection  of  property  and  lives. 

(16)  Protection  against  claims  for  the  use  of  patents. 

(17)  Assignment  of  contract. 


GENERAL  CLAUSES  IN  SPECIFICATION&  79 

( 18)  Contractor  not  released  by  subcontracts. 

(19)  Abandonment  of  contract. 

(20)  Cancellation  of  contract  for  default  of  contractor. 

(21)  Workmen's  quarters  and  other  temporary  buildings. 

(22)  Cleaning  up  after  completion. 

(23)  Removal  of  condemned  material. 

(24)  Relations  to  other  contractors. 
(  25  )  Provision  for  drair  age. 

(26)  Provision  for  public  traffic, 

(27)  Contractor  to  keep  foreman  or  head  workman  and  also 
copy  of  plans  and  specifications  on  the  ground. 

(28)  Cost  of  examination  of  completed  work. 

(29)  Faults  to  be  corrected  at  any  time  before  final  accept- 
ance. 

(30)  Surveys,  measurements  and  estimates  of  quantities  not 
guaranteed  to  be  correct. 

(31)  The  contract  subject  to  interpretation  and  change  by 
the  engineer. 

(32)  Settlement  of  disputes. 

(33)  Extra  work. 

(34)  Definition  of  "engineer"  and  "contractor." 

(35)  Documents  composing  the  contract, 

(36)  Meaning  understood. 

(37)  Provision  for  arbitration. 

(38)  No  waiver  of  legal  right. 

77.  Explanatory  Note.  In  all  that  follows  on  the  subject 
of  specifications,  after  explaining  and  discussing  a  given  sub- 
ject, one  or  more  illustrations  will  be  given  in  solid  type,  from 
actual  specifications,  together  with  the  initials  of  the  author. 
The  full  name  and  professional  engagement  of  the  author  can 
then  be  found  by  referring  to  the  Key  to  Personal  References, 
page  vii.  In  general  the  latest  practice  only  of  the  engineers 
quoted  in  this  way  will  be  cited.  It  must  also  be  understood 
that  in  every  case  the  gentlemen  so  quoted  have  themselves 
selected  the  sample  specifications  used  and  have  consented  to 
such  use. 


80  GENERAL  SPECIFICATIONS. 

78.  Time  of  Commencement,  Rate  of  Progress,  and  Time- 
of  Completion  of  the  Work.    It  is  usual  to  make  the  time  of 
commencement  of  the  work  as  soon  after  the  signing  of  the 
contract  as  is  thought  practical,  as,  for  instance,  ten,  fifteen  or 
thirty  days,  depending  on  the  character  of  the  work. 

The  rate  of  progress  is  specified  in  order  to  give  the  engi- 
neer authority  for  canceling  the  contract  if  the  rate  of  progress 
is  such  as  to  indicate  that  the  contractor  will  certainly  be  unable 
to  complete  the  work  on  time,  or  at  all.  Thus  he  may  be 
obliged  to  abandon  the  work  altogether,  or  he  may  choose  to 
do  so,  in  which  case,  if  rate  of  progress  is  specified,  the  parties 
of  the  first  part  need  not  wait  for  the  full  time  for  completion 
to  arrive  before  being  able  to  take  the  work  from  the  hands  of 
the  contractor  and  complete  it  by  hiring  the  labor  and  purchas- 
ing the  materials,  or  by  reletting  it  to  another  contractor. 

The  time  of  completion  is  nearly  always  stated,  and  while 
the  time  allowed  should  be  ample  it  should  be  only  such  as  is 
required  when  a  reasonable  degree  of  diligence  is  exercised  on 
the  part  of  the  contractor. 

If,  for  any  sufficient  reason,  the  contractor  is  delayed  in  his 
work,  for  reasons  beyond  his  control,  the  time  of  completion  is 
usually  extended  by  the  principal  by  a  corresponding  length  of 
time,  and  then  this  extended  period  fixes  the  required  or  speci- 
fied date  of  completion. 

And  the  said  party  of  the  second  part  further  agrees  that 
he  will  commence  the  work  herein  contracted  to  be  done  within 
twenty  days  from  the  date  of  this  contract;  that  the  rate  of 
progress  of  his  work  shall  be  such  as,  in  the  opinion  of  the  engi- 
neer, is  necessary  for  completion  within  the  time  herein  speci- 
fied, and  that  he  will  so  conduct  the  said  work  that  on  or  before 
July  i,  1899, the  whole  work  covered  by  this  contract  and  speci- 
fication shall  be  entirely  completed.  A.  F. 

79.  As  to  the  Character  of  the  Workmen  to  be  Employed. 

In  order  to  secure  good  work  it  is  necessary  to  employ  skilled 
workmen.  The  engineer  must  therefore  have  some  control 
over  the  character  of  the  labor  employed  by  the  contractor. 
This  is  obtained  by  specifying  that  only  skilled  labor  shall  be 
employed  and  giving  to  the  engineer  the  power  of  discharge. 


GENERAL  CLAUSES  IN  SPECIFICATIONa  81 

over  any  laborer,  mechanic,  foreman  or  superintendent  em- 
ployed by  the  contractor  on  the  work.  It  is  also  customary  to 
provide  that  this  power  shall  extend  to  cases  of  disobedience 
of  instructions,  impudence  to  engineer  or  inspectors,  drunken- 
ness, etc.,  as  shown  in  the  following  illustration: 

And  the  said  party  of  the  second  part  further  agrees  to  em- 
ploy only  competent,  skillful  men  to  do  the  work;  and  that 
whenever  the  engineer  shall  inform  said  party  of  the  second 
part  in  writing  that  any  man  on  the  work  is,  in  his  opinion, 
incompetent  or  unfaithful  or  disorderly,  such  man  shall  be  dis- 
charged from  the  work,  and  shall  not  again  be  employed  on  it. 

A.  F. 

80.  Suitable  Appliances  to  be  Used.  If  not  prevented  by 
a  special  clause  in  the  specifications,  contractors  who  are  un- 
provided with  suitable  mechanical  appliances  for  doing  the 
work  properly  will  often  undertake  to  perform  the  work  with 
cheap  and  inadequate  means,  which  would  necessarily  result 
in  faulty  construction,  or  in  delaying  the  work.  It  is  cus- 
tomary, therefore,  to  prescribe  that  all  appliances  shall  be  suit- 
able and  adequate  to  the  purpose,  and  subject  to  the  approval 
of  the  engineer.  It  is  not  wise,  however,  to  specify  particular 
methods  or  means  of  doing  the  work,  since  if  for  any  reason  a 
partial  failure  should  result,  the  contractor  will  endeavor  to 
obtain  personal  release  by  charging  failure  to  the  specified  ap- 
pliances or  methods.  A  specification  like  the  following  is  there- 
fore recommended: 

The  contractor  is  to  use  such  methods  and  appliances  for  the 
performance  of  all  the  operations  connected  with  the  work  em- 
braced under  this  contract  as  will  secure  a  satisfactory  quality 
of  work  and  a  rate  of  progress  which,  in  the  opinion  of  the 
engineer  will  secure  the  completion  of  the  work  within  the  time 
herein  specified.  If,  at  any  time  before  the  commencement,  or 
during  the  progress  of  the  work,  such  methods  or  appliances 
appear  to  the  engineer  to  be  inefficient  or  inappropriate  for 
securing  the  quality  of  the  work  required  or  the  said  rate  of 
progress,  he  may  order  the  contractor  to  increase  their  efficiency 
or  to  improve  their  character,  and  the  contractor  must  conform 
to  such  order ;  but  the  failure  of  the  engineer  to  demand  such 
increase  of  efficiency  or  improvement  shall  not  relieve  the  con- 
tractor from  his  obligation  to  secure  the  quality  of  work  and 
the  rate  of  progress  established  in  these  specifications. 

A.  F. 


82  GENERAL  SPECIFIC ATIONa 

81.  Monthly  Estimates  of  Work  Done  and  Payments  to 
be  made.  It  is  customary,  in  all  kinds  of  engineering  con- 
struction, for  the  engineer  in  charge  to  estimate  at  the  end  of 
each  month  the  quantity  of  material  furnished  on  the  ground 
and  of  work  done.  These  estimates  are  approximate  only  and 
serve  as  a  basis  for  making  monthly  payments  to  the  contractor. 
It  is  customary  to  reserve  from  ten  to  twenty-five  per  cent,  of 
these  monthly  estimates  until  the  final  completion  of  the  work. 
By  means  of  these  monthly  payments  the  contractor  is  enabled 
to  carry  on  the  work  to  final  completion  with  a  much  smaller 
capital  than  would  be  required  if  no  payments  were  made 
until  the  work  was  finished.  The  percentage  reserved  from 
the  monthly  payments  is  intended  to  serve  as  a  guarantee  of 
final  completion,  and  as  a  fund  to  draw  upon  when  the  time  of 
final  settlement  arrives,  for  the  payment  of  damages  resulting 
from  the  work  not  having  been  performed  within  the  specified 
time,  or  for  other  purposes  as  indicated  subsequently  in  these 
general  specifications.  In  the  matter  of  payment  for  materials 
furnished,  but  not  incorporated  finally  into  the  work,  it  is  usu- 
ally considered  safe  to  include  in  the  monthly  estimates  all  ma- 
terials delivered,  either  upon  the  ground,  that  is  to  say,  along 
the  line  of  the  work,  and  subject  to  the  inspection  and  control 
of  the  engineer,  and  also  to  pay  for  materials  and  machinery 
furnished  and  stored  where  they  are  under  the  control  and  sub- 
ject to  the  inspection  and  approval  of  the  engineer.  Of  course 
no  material  would  be  included  in  these  monthly  estimates 
which  had  not  been  duly  inspected  and  accepted.1  The  follow- 
ing is  a  common  form  for  this  specification : 

In  order  to  enable  the  said  contractor  to  prosecute  the  work 
advantageously,  the  engineer  shall,  once  a  month,  on  or  about 
the  last  day  of  each  month,  make  an  estimate  in  writing  of  the 
amount  of  work  done,  and  materials  delivered  to  be  used  in  the 
work,1  and  of  the  value  thereof,  according  to  the  terms  of  this 
contract.  The  first  such  estimate  shall  be  of  the  amount  or 
quantity  and  value  of  the  work  done  and  materials  delivered 
since  the  party  of  the  second  part  commenced  the  performance 

1  If  payment  Is  made  upon  materials  furnished  then  It  should  be  specifically  stated 
that  all  such  materials  become  the  property  of  the  party  of  the  first  part  as  soon  as 
delivered  and  accepted. 


GENERAL  CLAUSES  IN  SPECIFICATIONS.  83 

of  this  contract  on  his  part.  And  every  subsequent  estimate 
(except  the  final  one)  shall  be  of  the  amount  or  quantity  and 
value  of  the  work  done  since  the  last  preceding  estimate  was 
made.  And  such  estimates  of  amount  and  quantity  shall  not 
be  required  to  be  made  by  strict  measurement  or  with  exact- 
ness ;  but  they  may,  at  the  option  of  the  engineer,  be  approxi- 
mate only. 

Upon  each  such  estimate  being  made  the  parties  of  the  first 
part  will  pay  to  the  party  of  the  second  part  the  following  pro- 
portions or  percentages  thereof,  to  wit : 

85  per  cent,  thereof  up  to  and  until  such  time  as  the  total 
estimated  value  of  the  work  done  and  materials  delivered  shall 
amount  to  $1,000,000. 

90  per  cent,  thereof  after  the  total  estimated  value  of  such 
work  and  materials  delivered  shall  have  amounted  to 
$1,000,000,  until  the  party  of  the  first  part  shall  have  fully  and 
completely  performed  this  contract  on  his  part.  A.  F. 

82.  Provision  for  Inquiring  into  the  Correctness  of  the 
Monthly  Estimates.  The  monthly  estimates  made  by  the 
engineer  acting  as  the  agent  of  the  party  of  the  first  part,  may 
be  held  to  be  binding  upon  this  party,  in  case  he  has  either 
made  a  mistake  in  the  quantity  of  work  done,  or  material  fur- 
nished, or  has  entered  into  collusion  with  the  contractor  and 
rendered  false  returns.  Since  the  engineer  is  the  agent  of  the 
party  of  the  first  part,  his  acts  would  bind  his  principal,  after 
payment  had  been  made  on  the  same,  if  it  were  not  expressly 
provided  that  the  party  of  the  first  part  shall  not  be  estopped 
or  prevented  from  determining  by  other  means  the  amount  of 
work  done  and  material  furnished.  In  other  words  the  party 
of  the  first  part  should  not  necessarily  be  bound  by  either  the 
monthly  or  final  estimates  rendered  by  his  agent,  and  which 
are  intended  to  serve  as  the  basis  of  payment.  It  is  understood, 
of  course,  that  the  contractor  also  has  this  privilege  of  inquiry 
and  proof  of  the  correctness  of  the  estimates.1  In  New  York 
city  clauses  like  the  following  are  common: 

And  it  is  hereby  expressly  agreed  and  understood  by  and  be- 
tween the  parties  hereto  that  the  said  parties  of  the  first  part, 

1  If  the  contractor  is  precluded  from  going  back  of  the  engineer's  certificate  or  de- 
cision, then  the  owner  should  also  be  bound  by  the  same,  and  in  this  case  this  clause 
would  probably  not  be  sustained  by  the  courts.  The  engineer  is  now  an  arbitrator  and 
as  such  his  decisions  must  bind  both  parties  or  neither. 


84:  GENERAL  SPECIFICATIONS. 

their  successors  and  assigns,  shall  not,  nor  shall  any  depart- 
ment of  the  city  of  New  York,  be  precluded  or  estopped  by  any 
return  or  certificate  made  or  given  by  any  engineer,  inspector 
or  other  officer,  agent  or  appointee  of  said  aqueduct  commis- 
sioners, or  of  said  parties  of  the  first  part,  under  or  in  pursu- 
ance of  anything  in  this  agreement  contained,  from  at  any  time 
showing  the  true  and  correct  amount  and  character  of  the  work 
which  shall  have  been  done  and  materials  which  shall  have  been 
furnished  by  the  said  party  of  the  second  part,  or  by  any  other 
persons  under  this  agreement.  A.  F. 

83.  Reserving  a  Certain  Percentage  as  a  Repair  Fund, 
for  a  Stated  Period  after  Completion.    In  order  to  provide 
for  inherent  defects  in  the  work  which  may  not  appear  on  the 
surface,  or  until  after  the  construction  has  been  in  service  for 
some  time,  it  is  often  desirable  to  retain  a  portion  of  the  total 
cost  of  the  work  for  a  specified  period  of  time,  on  which  sum 
the  party  of  the  first  part  is  authorized  under  the  specifications 
to  draw  for  the  repairing  or  correcting  of  any  and  all  faults  or 
defects  which  may  become  apparent  by  use  within  the  specified 
period.     It  is  usual,  however,  to  give  the  contractor  the  privi- 
lege of  making  such  repairs  under  the  direction  and  subject  to 
the  approval  of  the  engineer,  in  place  of  having  the  engineer 
make  such  repairs  and  charge  them  against  the  reserve  fund. 
This  clause  may  read  as  follows : 

The  contractor  hereby  further  agrees  to  make  all  the  needed 

repairs  on  the  said  work  during  a  period  of months  after 

its  final  completion ;  and  he  hereby  further  agrees  that  the  party 
of  the  first  part  is  authorized  to  retain  out  of  the  moneys  pay- 
able, or  to  become  payable,  to  him,  under  this  agreement,  the 
sum  of  five  per  cent,  on  the  amount  of  the  contract,  and  to  ex- 
pend the  same,  or  so  much  thereof  as  may  be  required,  in  mak- 
ing the  aforesaid  repairs  to  the  satisfaction  of  the  engineer,  if 
within  three  days  after  the  delivery  or  mailing  of  a  notice  in 
writing  to  the  contractor,  or  his  agent  or  attorney,  he  or  they 
shall  neglect  to  make  the  aforesaid  needed  repairs ;  and  he  here- 
by further  agrees  to  be  responsible  for  any  accident  that  may 
occur  on  account  of  the  defective  condition  of  the  work. 

E.  A.  F. 

84.  Conditions  of  the  Final  Estimate.    If,  in  the  opinion 
of  the  engineer,  the  contractor  has  completed  his  work  in  all 
respects  in  accordance  with  the  terms  of  the  contract,  he  should 


GENERAL  CLAUSES  IN  SPECIFICATIONa  85 

proceed  with  due  diligence  to  make  the  final  estimate  of  all 
quantities  in  the  several  clauses,  and  to  certify  to  his  principal 
the  amount  of  money  due  to  the  contractor,  and  also  the 
amounts  which  should  be  held  in  reserve  under  the  various 
clauses  of  this  character  in  the  specifications.  The  party  of 
the  first  part  thereupon  should  immediately  pay  to  the  con- 
tractor such  moneys  as  are  legally  due  him,  provided  this  party 
is  satisfied  that  the  final  estimates  submitted  by  the  engineer 
are  correct.  If  this  party  should  have  any  doubts  on  this  point 
he  should  be  at  liberty,  under  the  specifications,  to  inquire  fur- 
ther into  the  correctness  of  such  estimates.  This  portion  of 
the  contract  may  be  stated  as  follows : 

It  is  further  mutually  agreed  that  whenever  this  contract, 
in  the  opinion  of  the  engineer,  shall  be  completely  performed 
on  the  part  of  the  contractor,  the  engineer  shall  proceed  with 
all  reasonable  diligence  to  measure  up  the  work,  and  shall  make 
out  the  final  estimates  for  the  same  and  shall  certify  the  same. 
The  party  of  the  second  part  will  then,  excepting  for  the  cause 

herein  specified,  pay  to  the  contractor  within days  after 

the  execution  of  said  certificate  the  remainder  which  shall  be 
found  to  be  due,  excepting  therefrom  such  sum  or  sums  as  may 
be  lawfully  retained  under  any  of  the  provisions  of  this  con- 
tract: Provided,  that  nothing  herein  contained  shall  be  con- 
strued to  affect  the  right  hereby  reserved,  to  reject  the  whole 
or  any  portion  of  the  aforesaid  work,  should  the  said  certificate 
be  found  to  be  inconsistent  with  the  terms  of  this  agreement,  or 
otherwise  improperly  given.  E.  A.  F. 

85.  Engineer's  Measurements  and  Classifications  Final 
and  Conclusive.  In  order  to  avoid  disputes  as  to  both  the 
quantity  and  the  quality  of  the  work  done,  it  is  customary  to 
specify  that  the  measurements  and  classifications  of  the  engi- 
neer shall  be  final  and  conclusive  and  binding  upon  both  par- 
ties. This  is  a  very  important  provision  and  places  a  great  re- 
sponsibility upon  the  engineer,  while  it  binds  at  the  same  time 
the  two  principals  to  the  contract  and  forces  them  to  submit 
to  the  engineer's  decisions,  except  as  some  special  provision 
such  as  that  stated  in  article  81  allows  one  or  both  of  the  par- 
ties to  examine  into  the  correctness  of  the  engineer's  estimates. 
As  a  matter  of  course  either  party  is  always  at  liberty  to  ex- 


86  GENERAL  SPECIFICATIONS. 

amine  questions  of  fact  and,  so  far  as  it  is  practicable,  to  re- 
measure  quantities  at  subsequent  times.  Either  party  would 
be  at  liberty  in  case  of  a  suit  at  law  to  have  such  quantities 
remeasured  to  determine  such  question  of  fact,  but  so  far  as 
the  classification  of  the  material  is  a  matter  of  opinion  on  the 
part  of  the  engineer,  and  so  far  as  measurements  of  quantities 
have  become  impracticable  at  a  subsequent  period,  to  this  ex- 
tent a  clause  such  as  is  here  proposed  binds  absolutely  both 
parties  to  the  contract.  Neither  party  now  has  any  release  from 
the  decision  of  the  engineer,  except  on  one  of  two  grounds : 

First.  Either  party  may  bring  a  suit  in  equity,  in  which  case 
the  terms  of  the  contract  are  not  made  the  basis  of  the  suit ;  or 

Second.  Either  party  may  enter  a  plea  of  fraud  on  the  part 
of  the  engineer,  which,  if  sustained,  would,  of  course,  vitiate 
the  decisions  of  such  engineer.  Neither  of  these  grounds  offers 
much  encouragement  to  either  party.  A  case  could  not  be  sus- 
tained in  equity  contrary  to  the  terms  of  an  expressed  written 
agreement,  except  it  could  be  shown  that  gross  and  violent  in- 
justice had  been  worked  by  a  strict  compliance  with  its  terms. 
Neither  is  it  desirable  in  a  civil  suit  to  enter  a  plea  of  fraud, 
since  this  is  very  difficult  to  maintain,  and  can  only  be  main- 
tained by  proving  the  moral  depravity  of  the  engineer.  A  clause 
such  as  the  following, "  therefore,  if  incorporated  in  a  contract 
and  agreed  to  by  both  parties,  places  both  parties  absolutely 
at  the  mercy  of  such  engineer,  and  the  contractor  should  never 
submit  to  it,  if  he  has  reason  to  suppose  that  the  engineer  is 
likely  to  act  unfairly  toward  him  under  the  authority  thus 
granted  to  him.  As  a  rule,  however,  this  confidence  which  is 
reposed  in  the  engineer  by  both  parties  to  the  contract  is  not 
misplaced.  Although  the  engineer  is  paid  for  his  services  by 
one  of  the  parties  to  the  contract,  he  understands  that  his  posi- 
tion is  a  judicial  one,  and  not  that  of  an  advocate  or  partisan, 
and  that  it  is  his  business  to  see  that  justice  is  done  to  both  of 
the  parties.  The  clause  usually  reads  as  follows : 

All  the  work  under  this  contract  shall  be  done  to  the  satis- 
faction of  the  engineer,  who  shall  in  all  cases  determine  the 
amount,  quality,  acceptability  and  fitness  of  the  several  amounts 


GENERAL  CLAUSES  IN  SPECIFICATIONS.  87 

of  work  and  materials  which  are  to  be  paid  for  hereunder,  and 
shall  decide  all  questions  which  may  arise  as  to  the  measure- 
ment of  quantities  and  the  fulfillment  of  this  contract  on  the 
part  of  the  contractor,  and  shall  determine  all  questions  respect- 
ing the  true  construction  or  meaning  of  the  plans  and  specifica- 
tions, and  his  determination  and  decision  thereon  shall  be  final 
and  conclusive,  subject  only  to  revision  by  arbitration  as  pro- 
vided under  art. .*  R.  H. 

86.  Determination  of  Damages  Sustained  by  Failure  to 
Complete  the  Work  within  the  Time  Agreed  upon,  or  as 
Extended.  It  is  seldom  that  a  specific  performance  of  any 
contract  can  be  enforced.  In  other  words,  either  of  the  parties 
to  almost  any  civil  contract  is  at  liberty  to  break  the  same,  or 
fail  to  carry  it  out,  for  which  failure,  however,  the  law  pro- 
vides that  the  party  breaking  the  contract  shall  pay  a  penalty. 
The  amount  of  this  penalty  usually  remains  to  be  ascertained 
after  the  contract  has  been  broken,  and  when  the  time  of  set- 
tlement arrives.  The  legal  remedies  for  breach  of  contract  are 
given  in  arts.  49-53.  It  is  sufficient  to  remark  here  that  in  de- 
termining the  amount  of  the  damages,  the  law  will  only  allow 
the  actual  proven  damages  to  be  collected,  and  always  dis- 
courages any  constructive  or  conventional  or  arbitrary  estimate 
of  such  damages.  In  other  words,  the  damages  are  the  com- 
pensation to  the  injured  party,  requisite  to  repay  him  for  his 
loss,  which  can  be  traced  directly  to  the  breach  of  contract. 

While  damages  to  the  extent  of  the  actual  injury  sustained 
can  always  be  recovered,  by  a  suit  at  law,  in  the  case  of  a 
breach  of  contract,  it  is  customary  in  the  writing  of  engineering 
specifications  to  insert  one  or  more  clauses  defining  the  amount 
of  the  damages  which  it  is  agreed  by  the  parties  will  be  sus- 
tained in  case  of  certain  specific  failures  to  carry  out  the  con- 
tract ;  and  since  these  failures  are  assumed  to  be  on  the  part  of 
the  contractor,  and  since  money  is  usually  due  him  from  the 
other  party,  it  becomes  possible,  in  this  case,  to  remunerate  the 
injured  party  by  withholding  a  certain  sum  of  money  from  the 
contractor  who  is  guilty  of  the  breach  of  contract.  If  a  specific 

1  Here  should  be  inserted  a  clause  like  the  following:  "And  such  estimate  and  de- 
cision shall  be  a  condition  precedent  to  the  right  of  the  contractor  to  receive  any 
money  or  compensation  for  anything  done  or  furnished  under  this  agreement.'* 


88  GENERAL  SPECIFICATIONS. 

agreement  to  this  effect  be  entered  into  by  the  parties,  in  ad- 
vance, the  compensation  for  the  injury  done  because  of  a  specific 
breach  of  the  contract  may  be  recovered  by  simply  withholding 
such  a  sum  from  the  contractor  and  paying  over  to  him  in  final 
settlement  the  remainder.  Because,  therefore,  of  the  facility 
with  which  such  a  settlement  can  be  accomplished,  and  also  to 
further  provide  against  such  a  contingency  arising  by  furnish- 
ing to  the  contractor  a  sufficient  motive  to  prevent  such  specific 
breaches,  and  furthermore,  in  order  to  avoid  a  suit  at  law  for 
the  recovery  of  such  compensation,  it  has  become  customary  to 
insert  what  is  commonly  called  a  "penalty  clause."  * 

While  recovery  can  be  had  by  a  suit  at  law  for  the  actual 
damages  sustained  for  any  breach  of  the  contract,  either  with 
or  without  a  specific  clause  to  this  effect,  the  penalty  or  dam- 
age clause  in  the  specifications  usually  refers  to  one  or  more 
specific  kinds  of  breach  of  contract,  the  more  common  one 
being  that  of  failure  to  complete  the  work  within  the  time 
agreed  upon.  The  object  of  a  penalty  clause  covering  this  par- 
ticular kind  of  breach  of  contract  is  rather  to  insure  completion 
of  the  contract  within  the  time  specified  than  to  recover  dam- 
ages for  a  failure  to  do  so.  For  this  reason  it  has  been  com- 
monly supposed  if  a  heavy  penalty  were  provided  for  a  failure 
of  this  kind,  it  would  serve  as  a  strong  motive  to  the  con- 
tractor to  hasten  the  work.  This  being  the  object  of  such  a 
clause' it  has  been  common  to  specify  a  penalty  or  damage  of 
so  many  dollars  per  day  for  each  and  every  day  elapsing  after 
the  date  agreed  upon  for  the  completion  before  the  work  is 
finally  completed,  the  sum  so  named  being  often  a  ver-y  extrava- 
gant one. 

There  are  several  ways  of  stating  this  clause,  some  of  which 
?re  very  much  better  than  others.  The  following  are  the  more 
usual  forms: 

I.  Provision  for  a  specific  "penalty."  When  a  specific  "pen- 
alty" is  named  for  either  a  particular  or  for  any  breach  of  the 
contract,  whether  this  sum  named  be  a  per  diem  or  a  gross 
amount,  the  court  will  usually  construe  it  as  meaning  that  such 

1  The  reader  is  requested  to  refer  to  Arts.  51-53  fora  discussion  of  the  legal  phases  oi 
this  question. 


GENERAL  CLAUSES  IN  SPECIFICATIONS,  89 

a  sum  is  a  fund  provided  in  the  specifications  for  the  purpose 
of  meeting  such  damages  as  may  result  from  a  breach  of  the 
contract,  and  that  only  the  actual  damages  sustained  and  proved 
in  a  suit  at  law  can  be  recovered  from  such  fund.  In  other 
words,  a  penalty  clause  so  stated  has  little  or  no  force,  since 
the  law  provides  exactly  the  same  remedy  for  any  breach  of 
contract,  without  a  specific  agreement. 

II.  The  naming  of  a  per  diem,  or  gross  sum,  as  bein^  the 
"ascertained  and  liquidated  damages"  which  will  be  sustained 
•by  the  injured  party  for  a  specific  breach  of  contract  therein 
named,  this  usually  being  for  failure  to  complete  the  work  with- 
in the  time  specified.  In  this  case  the  word  "penalty"  is  not 
used,  and  if  it  can  be  made  to  appear  on  trial  that  both  parties 
to  the  agreement  really  intended  that  the  sum  named  should 
t>e  forfeited  in  case  of  the  failure  therein  described,  and  pro- 
vided further  this  sum  is  not  too  extravagant  and  unreason- 
able, and  provided  the  fact  of  failure  and  consequent  liability 
be  fully  established,  then  and  in  that  case  the  law  will  sustain 
the  damage  clause,  and  the  injured  party  will  be  allowed  to 
deduct  it  from  any  moneys  due  the  contractor,  or  if  this  fund 
'be  insufficient,  he  may  even  sue  the  contractor  and  his  bonds- 
men and  recover  the  remainder.  The  following  is  a  good  ex- 
.ample  of  this  method  of  stating  such  a  clause : 

And  the  said  party  of  the  second  part  hereby  further  agrees 
that  the  said  parties  of  the  first  part  shall  be  and  they  are 
hereby  authorized  to  deduct  and  retain  out  of  the  moneys  which 
may  be  due  or  become  due  to  the  said  party  of  the  second  part, 
under  this  agreement,  as  damages  for  the  non-completion  of 
the  work  aforesaid  within  the  time  hereinbefore  stipulated  for 
its  completion,  or  within  such  further  time  as  in  accordance 
with  the  provisions  of  this  agreement  shall  be  fixed  or  allowed 
for  such  performance  or  completion,  the  sum  of  one  hundred 
dollars  per  day  for  each  and  every  day  the  time  employed  upon 
said  work  may  exceed  the  time  stipulated  for  its  completion,  or 
such  stipulated  time  as  the  same  may  be  increased,  as  herein- 
before provided,  which  said  sum  of  one  hundred  dollars  per 
day  is  hereby,  in  veiw  of  the  difficulty  of  estimating  such  dam- 
ages, agreed  upon,  fixed  and  determined  by  the  parties  hereto 
as  the  liquidated  damages  that  the  parties  of  the  first  part  will 
suffer  by  reason  of  such  default,  and  not  by  way  of  penalty. 

A.  P.  B. 


90  GENERAL  SPECIFICATIONS. 

III.  An  agreement  that  the  engineer  shall  ascertain  and  make 
an  estimate  of  the  actual  damages  sustained  by  a  failure  to  com- 
plete the  work  within  the  time  specified  (or  for  other  specific 
breach),  and  naming  some  or  all  of  the  items  to  be  included  in 
such  estimate.  In  this  case  no  effort  is  made  in  advance  to  de- 
termine what  the  actual  damages  are,  and  the  agreement  simply 
consists  in  making  the  engineer  an  arbitrator  to  act  for  both  the 
parties  in  determining  the  amount  of  the  damage  as  a  question 
of  fact.  This  is  probably  the  strongest  method  of  stating  this 
clause,  while  it  is  also  the  fairest  to  all  parties  concerned. 

Because  of  the  difficulty  in  proving  in  a  suit  at  law  the  actual 
damages  sustained  from  the  failure  to  complete  an  engineering 
contract  within  the  time  specified,  the  contractor  usually  pays 
very  little  attention  to  a  penalty  clause  stated  as  described  above 
in  form  I.  As  a  rule,  contractors  are  better  informed  as  to  the 
law  of  contracts  than  the  engineers  who  write  the  specifications, 
and  when  this  clause  is  stated  as  first  described  the  contractor 
regrrds  it  lightly,  well  knowing  that  it  has  no  particular  sig- 
nificance. When  stated  in  the  second  manner,  however,  pro- 
vided the  sum  named  be  reasonable,  the  contractor  will  give  it 
much  greater  weight,  and  the  party  paying  for  the  work  can 
withhold  money  under  it  with  much  greater  assurance  of  being 
sustained  by  the  courts.  The  courts,  however,  have  a  repug- 
nance to  any  agreement  made  in  advance  as  to  questions  of 
fact  which  in  the  nature  of  things  could  only  be  adequately 
determined  after  the  breach  had  transpired.  But  because  of 
the  difficulty  of  fixing  accurately  the  amount  of  such  damages, 
even  after  the  breach,  the  law  consents  to  a  previous  agree- 
ment upon  a  specific  sum,  provided  this  be  reasonable,  and  pro- 
vided it  be  so  clearly  stated  that  the  parties  signing  the  contract 
can  not  have  misconstrued  it.  Concerning  the  last  method  given 
of  stating  this  clause,  the  law  also  has  a  repugnance  to  dele- 
gating the  authority  of  the  court  to  a  layman  in  the  person  of 
an  arbitrator.  When,  however,  the  question  at  issue  is  a  "con- 
dition precedent"  to  settlement,  as  in  this  case  of  fixing  the 
amount  of  the  damages,  and  when  this  arbitrator  is  the  engineer 


GENERAL  CLAUSES  IN  SPECIFIC ATIONS.  91 

in  charge  of  the  work,  who  is  evidently  the  most  competent 
person  to  estimate  the  amount  of  such  damage,  the  law  readily 
consents  that  he  should  act  in  such  capacity,  and  if  both  parties 
have  agreed  that  his  decision  should  be  final  and  conclusive  in 
the  premises,  there  would  seem  to  be  no  way  of  evading  his 
decision,  except  by  proving  that  it  was  fraudulent.  As  fraud 
invalidates  nearly  all  agreements,  and  nearly  all  obligations,  if 
it  can  be  shown  that  the  engineer,  when  acting  in  the  capacity 
defined  in  this  clause,  has  knowingly  and  willfully  overesti- 
mated the  amount  of  the  damage ;  in  other  words,  if  it  can  be 
shown  that  he  acted  dishonestly  in  the  matter,  his  verdict  can 
be  set  aside  and  the  matter  can  come  before  the  court.  Other- 
wise the  court  will  rule  that  his  verdict  must  hold,  and  the 
question  can  not  be  opened.  As  it  is  very  difficult  to  establish 
a  question  of  motive,  and  as  the  burden  of  proof  rests  wholly 
upon  the  contractor,  it  would  seem  that  this  method  of  writing 
the  damage  clause  had  many  advantages.  The  following  is  a 
fair  example  of  such  a  clause : 

In  case  said  contractor  shall  fail  to  fully  and  entirely,  ard  in 
conformity  with  the  covenants,  terms  and  agreements  of  this 
contract,  perform,  and  complete  said  work,  and  each  and  every 
part  and  appurtenance  thereof,  within  the  time  hereinbefore 
limited  for  such  performance  and  completion,  or  within  such 
further  time  as  may  be  allowed  by  said  board  for  such  per- 
formance and  completion,  said  chief  engineer  shall  appraise  the 
value  of  the  direct  and  computable  damages  caused  to  said  city 
by  such  failure,  owing  to  the  disbursements  made  by  said  city 
on  account  of  the  further  employment  of  engineers,  inspectors 
and  other  employees,  including  all  disbursements  for  office  rent, 
transportation,  supplies  and  other  matters  connected  with  said 
employment ;  also  the  value  of  such  other  direct  and  computable 
damages  as  shall  be  caused  by  such  failure ;  and  the  amount  so 
appraised,  when  approved  by  said  board,  shall  be  deducted  by 
said  board  out  of  such  moneys  as  either  may  be  due,  or  at  any 
time  thereafter  become  due,  to  said  contractor  under  and  by 
virtue  of  this  contract,  or  any  part  thereof;  and  in  case  said 
appraised  value  shall  exceed  the  amount  of  said  moneys,  then 
said  contractor  will  pay  the  amount  of  such  excess  to  said  city, 
on  notice  from  said  board  of  the  excess  so  due ;  and  it  is  here- 
by agreed  that  the  decision  of  said  chief  engineer  as  to  the  said 


92  GENERAL  SPECIFICATIONS. 

appraisal,  when  approved  by  said  board,1  shall  be  final  and  bind- 
ing on  both  parties  to  this  contract.  .       E.  K. 

87.  The  Discharge  of  Unpaid  Claims  of  Workmen  and 
Material  Men.  The  laws  of  many  states  provide  that  per- 
sons who  supply  either  labor  or  material  to  any  contractor  or 
other  person,  to  be  used  in  the  construction  of  any  building  or 
other  permanent  work,  if  not  paid  by  such  party,  may  file  a 
lien  upon  such  completed  or  uncompleted  work,  this  serving 
as  a  kind  of  first  mortgage  upon  the  property,  under  which  the 
property  can  be  sold  and  the  claim  satisfied.  When  such  a  law 
obtains,  the  only  safe  course  for  the  person  paying  for  the 
work  is  to  satisfy  himself  before  he  fully  pays  for  the  work  that 
all  such  claims  have  been  liquidated,  or  he  may,  if  he  choose, 
require  the  contractor  to  furnish  a  bond  which  may  be  sued 
upon,  either  by  himself  or  by  such  material  man  or  laboring 
man  as  may  have  such  a  claim.  This  bond  to  be  large  enough 
to  cover  all  such  liabilities. 

When  the  party  paying  for  the  work  desires  to  satisfy  him- 
self that  such  claims  have  all  been  discharged  by  the  contractor, 
the  clause  may  be  written  as  follows : 

Said  contractor  further  agrees  that  he  will  pay  punctually 
the  workmen  who  shall  be  employed  on  the  aforesaid  work,  and 
the  persons  who  shall  furnish  material  thereunder,  and  will 
furnish  said  board  with  satisfactory  evidence  that  all  persons 
who  have  done  work  or  furnished  materials  under  this  contract 
and  shall  have  filed  any  account  of  such  claims  with  said  board 
have  been  fully  paid,  or  are  not  entitled  to  any  lien  under  the 
laws  of  this  state ;  and  in  case  such  evidence  be  not  furnished 
as  aforesaid,  such  amount  as  said  board  may  consider  necessary 
to  meet  the  lawful  claims  of  the  persons  aforesaid,  shall  be  de- 
ducted from  the  moneys  due  said  contractor  under  this  con- 
tract, and  shall  not  be  allowed  until  the  liabilities  aforesaid  shall 
have  been  fully  discharged  and  the  evidence  thereof  furnished 
said  board ;  and  if  such  evidence  is  not  furnished  before  the 
final  payment  under  this  contract  falls  due,  said  board  may 
pay  such  claims  in  whole  or  in  part  to  the  person  or  persons, 
firm  or  corporation  claiming  the  same,  and  charge  the  amount 
thus  paid  to  said  contractor,  who  shall  accept  the  same  as  pay- 
ment to  the  amount  thereof  upon  this  contract.  E.  K. 

1  It  may  or  may  not  be  wise  to  make  the  verdict  of  the  engineer  subject  to  the  ap 
proval  of  his  principal. 


GENERAL  CLAUSES  IN  SPECIFICATIONS.  9$ 

When  the  party  paying  for  the  work  does  not  care  to  put 
himself  to  the  trouble  of  obtaining  the  information  as  to  the 
discharge  of  all  such  claims  by  the  contractor,  he  may  so  frame 
the  wording  of  the  bond  that  it  will  cover  this  case  satisfac- 
torily. In  this  case  this  portion  of  the  bond  may  read  as  fol- 
lows :  * 

The  said ,  as  principal,  and and  

,  as  securities,  hereby  bind  themselves  and  their  respective 

heirs,  executors  or  administrators,  unto  the  city  of  St.  Louis.. 

in  the  penal  sum  of dollars,  lawful  money  of  the  United 

States,  conditioned  that  in  the  event  the  said shaP 

faithfully  and  properly  perform  the  foregoing  contract  accord- 
ing to  all  the  terms  thereof,  and  shall,  as  soon  as  the  work  con- 
templated by  said  contract  is  completed,  pay  to  the  proper  par- 
ties all  amounts  due  for  material  and  labor  used  and  employed 
in  the  performance  thereof,  then  this  obligation  to  be  void, 
otherwise  of  full  force  and  effect,  and  the  same  may  be  sued 
on  at  the  instance  of  a  material  man,  laboring  man  or  mechanic, 
for  any  breach  of  the  condition  hereof ;  provided,  that  no  such 
suit  shall  be  instituted  after  the  expiration  of  ninety  days  from 
the  completion  of  the  above  contract. 

88.  No  Claims  for  Damages  on  Account  of  Suspension  of 
Work.  When  the  work  contracted  for  is  of  a  public  char- 
acter, as  for  a  city  or  for  the  United  States  government,  and 
when  it  is  expected  to  continue  for  a  considerable  period,  and 
be  paid  for  by  appropriations  from  time  to  time,  and  also  in 
other  like  contingencies,  it  is  common  to  insert  a  clause  to  the 
effect  that  the  contractor  shall  make  no  claim  for  damages  for 
necessary  delays  he  may  experience  in  carrying  out  the  work, 
when  these  delays  are  caused  by  the  failure  of  appropriations 
or  by  legal  proceedings  and  the  like. 

On  ten  days  notice  the  work  under  this  contract  may,  with- 
out cost  or  claims  against  the  party  of  the  first  part,  be  sus- 
pended by  them  for  want  of  funds  or  for  other  substantial 
cause.  Upon  receipt  by  the  contractor  of  the  order  for  the 
suspension  of  the  work,  all  the  materials  shall  be  piled  up  com- 
pactly, so  as  not  to  impede  travel  on  the  sidewalk  or  carriage- 
way, or  the  use  of  fire  plugs,  gas  or  water  stops  and  all  surplus 
material  and  rubbish  shall  be  removed  immediately  from  the 

1  This  is  the  form  universally  adopted  in  all  contracts  made  by  the  city  of  St.  Louis 
If  not  specifically  so  stated  the  material  man  or  the  laboring  man  could  not  sue  on 
the  bond, 


<94  GENERAL  SPECIFICATIONS 

street.  When  the  party  of  the  first  part  shall  order  the  work 
to  be  resumed  the  contractor  shall  complete  the  same  upon  the 
terms  and  conditions  of  this  contract.  E.  A.  F. 

89.  No  Claims  for  Damages  on  Account  of  Delay.     In 

order  that  the  party  of  the  first  part  shall  be  freed  from  all 
claims  which  may  be  set  up  by  the  contractor  for  damages  on 
account  of  various  delays  and  hindrances  which  he  may  have 
experienced  in  carrying  out  the  work,  and  which  he  may  make 
appear  to  have  been  caused  directly  or  indirectly  by  the  party 
having  the  work  done,  or  by  other  contractors  upon  the  work, 
the  following  clause  is  often  inserted : 

The  contractor  shall  not  be  entitled  to  any  claims  for  dam- 
ages for  any  hindrance  or  delay  from  any  cause  whatever  in 
the  progress  of  the  work  or  any  portion  thereof,  but  said  hin- 
drance may  entitle  said  contractor  to  such  extension  of  time 
for  completing  the  contract  as  may  be  determined  by  the  engi- 
neer, provided  he  shall  have  given  notice  in  writing  of  the 
cause  of  the  detention.  E.  A.  F. 

90.  No  Claims  on  Account  of  Unforeseen  Difficulties.    In 

case  it  is  the  purpose  of  the  contract  to  place  upon  the  con- 
tractor all  the  responsibility  for  contingencies  which  may  arise 
in  the  prosecution  of  the  work,  for  which  greater  risk  the  party 
having  the  work  done  will,  of  course,  pay  in  the  increased  price 
made  by  the  contractor  to  cover  such  risk,  the  clause  may  be 
written  as  follows : 

The  contractor  agrees  that  he  will  sustain  all  losses  or  dam- 
ages arising  from  the  action  of  the  elements,  the  nature  of  the 
work  to  be  done  under  the  specifications,  or  from  any  unfore- 
seen obstructions  or  encumbrances  on  the  line  of  the  work 
which  may  be  encountered  in  the  prosecution  of  the  same. 

E.  A.  F. 

91.  Protection  of  Finished  Work.    It  is  usually  customary 
to  hold  the  contractor  responsible  for  the  protection  and  care 
of  the  work  until  it  is  all  finally  completed  and  accepted.    Even 
such  portions  of  the  work  as  have  been  completed  and  pro- 
visionally accepted  and  payments  made  upon  the  same  should 
be  taken  care  of  and  fully  protected  by  the  contractor  until  the 
entire  work  has  been  turned  over.    This  often  entails  consider- 


GENERAL  CLAUSES  IN  SPECIFlCATIONa  95 

able  expense  upon  the  contractor,  and  when  disputes  on  this 
question  are  liable  to  arise,  it  is  well  to  insert  such  a  clause  as 
the  following : 

Contractors  will  be  held  responsible  for  any  and  all  mate- 
rWs  or  work  to  the  full  amount  of  payments  made  thereon,  and 
they  will  be  required  to  make  good,  at  their  own  cost,  any 
injury  or  damage  which  said  materials  or  work  may  sustain 
*rom  any  source  or  cause  whatever,  before  final  acceptance 
'hereof.  O.  M.  P. 

92.  Protection  of  Property  and  Lives.  It  is  always  under- 
stood that  the  contractor  shall  be  held  responsible  for  all  dam- 
ages to  property  which  may  arise  from  any  fault  of  his,  or 
from  any  accident  which  may  occur  during  the  performance  of 
the  work.  He  is  also  held  responsible  for  all  losses  of  life  or 
limb,  and  for  all  personal  damages  which  may  be  sustained 
either  by  his  own  workmen  or  by  the  public,  by  or  on  account 
of  the  works  he  has  under  construction.  In  other  words,  it  is 
made  his  duty  to  protect  both  life  and  property,  so  far  as  possi- 
ble, from  all  damage,  so  far  as  these  may  be  traceable  to  the 
works  themselves.  If  this  responsibility  were  not  specifically 
placed  upon  the  contractor,  the  party  having  the  work  done 
would  often  be  obliged  to  sustain  the  loss,  since  he  authorizes 
the  execution  of  the  work,  and  the  contractor  is  his  employee 
or  agent.  This  clause  is  often  written  as  two  separate  clauses, 
one  referring  to  the  damage  to  property,  and  the  other  to  the 
damage  to  persons. 

Furthermore  the  wording  of  the  bond  is  usually  so  made  as 
to  cover  both  of  these  items,  so  that  in  case  the  damage  or  loss 
is  greater  than  could  be  repaid  by  the  amount  of  money  at  any 
time  due  the  contractor  when  the  accident  occurs,  suit  may  be 
brought  upon  the  bond  against  the  bondsmen  to  recover  the 
remainder. 

Inasmuch  as  claims  for  damages,  either  to  person  or  prop- 
erty, usually  manifest  themselves  in  the  form  of  suits  at  law 
against  the  party  authorizing  the  work  and  paying  for  the 
same,  and  not  against  the  contractor  himself,  it  is  common  to 
assume  that  this  will  be  the  case  in  all  claims  for  damages,  and 


96  GENERAL  SPECIFICATIONS. 

to  word  the  clause  accordingly.  The  following  clause  covers- 
all  of  the  above  contingencies  in  an  acceptable  manner : 

Said  contractor  further  agrees  that  he  will  indemnify  and 
save  harmless  said  city  and  board,  and  the  officers  and  agents 
thereof,  from  all  claims,  suits,  actions,  and  proceedings  of  every 
name  and  description,  which  may  be  brought  against  said  city 
or  board,  or  the  officers  and  agents  thereof,  for  or  on  account 
of  any  injuries  or  damages  to  persons  or  property  received  or 
sustained  by  any  person  or  persons,  firm  or  corporation,  by  or 
from  said  contractor,  or  by  or  in  consequence  of  any  materials 
or  explosives  used  on  said  work,  or  by  or  on  account  of  any 
improper  material  or  workmanship  in  its  construction,  or  by 
or  on  account  of  any  accident,  or  of  any  other  act  or  omission 
of  said  contractor,  or  his  agents,  or  servants,  and  said  con- 
tractor also  agrees  that  so  much  of  the  money  due,  or  to  become 
due,  to  him  under  this  contract  as  shall  be  considered  necessary 
by  said  board,  may  be  retained  by  said  board  until  all  such 
suits  or  claims  for  damages,  or  otherwise,  as  aforesaid,  shall 
have  been  finally  settled  and  determined,  and  evidence  to  that 
effect  furnished  to  the  satisfaction  of  said  board. 

E.  K. 

The  following  is  a  common  method  of  wording  this  clause, 
which  defines  the  contractor's  responsibility  without  referring 
to  suits  at  law : 

The  contractor  shall  put  up  and  maintain  such  barriers  and 
red  lights  as  will  effectually  prevent  any  accident  in  conse- 
quence of  his  work,  for  which  the  city  might  be  liable,  and  he 
shall  be  liable  for  all  damages  occasioned  in  any  way  by  his 
acts  or  neglect,  or  that  of  his  agents,  employees,  or  workmen. 

E.  A.  F. 

93.  Protection  against  Claims  for  the  Use  of  Patents. 

When  it  is  anticipated  that  patented  appliances  or  methods 
may  be  used  either  by  the  contractor  in  prosecuting  the  work, 
or  as  forming  a  part  of  the  completed  work  itself,  in  order 
that  the  party  authorizing  the  work  may  be  able  to  collect  from 
the  contractor  such  fees  as  he  may  be  forced  to  pay  therefor,  a 
special  clause  in  the  specifications  may  be  written  to  cover  this 
case.  This  clause  may  be  as  follows : 

All  fees  for  any  patented  invention,  article  or  arrange- 
ments that  may  be  used  upon  or  in  any  manner  connected  with 
the  construction,  erection,  maintenance  of  the  work,  or  any 
part  thereof  embraced  in  these  specifications,  shall  be  included 


GENERAL  CLAUSES  IN  SPECIFICATIONS.  97 

in  the  price  mentioned  in  the  contract,  and  the  contractor  shall 
protect  and  hold  harmless  the  party  of  the  first  part  against  any 
and  all  demands  for  such  fees  or  claims,  and  before  the  final 
payment  or  settlement  is  made  on  account  of  the  contract,  the 
contractor  must  furnish  acceptable  proof  of  a  proper  and  satis- 
factory release  from  all  such  claims.  E.  A.  F. 

94.  Assignment  of  the  contract.1    If  it  is  the  intention  of 
the  party  letting  the  work  that  the  person  or  persons  who  take 
the  contract  shall  perform  the  work  themselves,  without  sub- 
letting it,  it  is  necessary  to  prescribe  that  this  shall  be  done 
in  order  to  insure  that  it  may  not  be  sublet.     One  great  objec- 
tion to  the  subletting  of  contracts  is  that  the  subcontractor  can- 
not be  held  directly  by  the  principal,  since  these  two  have  not 
entered  into  contract.    The  principal  can  only  hold  the  original 
contractor,  and  all  dealings  with  the  subcontractor  must  be 
through  him.     This  gives  rise  to  delays  and  unsatisfactory  per- 
formance, and  is  usually  prohibited  by  the  specifications.    The 
following  form  is  adequate  to  this  purpose : 

Said  contractor  further  agrees  that  he  will  give  personal 
attention  constantly  to  the  faithful  prosecution  of  the  v/ork,  and 
will  not  assign  or  sublet  the  work  or  any  part  thereof,  or  any  of 
the  moneys  or  orders  payable  under  the  contract,  without  the 
previous  written  consent  of  said  board  endorsed  on  this  con- 
tract, but  will  keep  the  same  under  his  personal  control;  that 
no  right  under  this  contract,  nor  to  any  moneys  or  orders  due 
or  to  become  due  hereunder,  shall  be  asserted  against  said  city 
or  board,  or  any  department,  officer,  or  officers  thereof,  by 
reason  of  any  so-called  assignment,  in  law  or  equity,  of  this 
contract,  or  any  part  thereof,  or  of  any  moneys  or  order  paya- 
ble thereunder,  nnless  such  assignment  shall  have  been  author- 
ized by  the  written  consent  of  said  board  endorsed  on  this 
contract ;  that  no  person  other  than  said  contractor  now  has  any 
claim  thereunder,  and  that  no  claim  shall  be  made  excepting 
under  this  specific  clause  of  this  contract,  and  under  that  clause 
relating  to  claim  of  workmen  and  materialmen.  E.  K. 

95.  Contractor  not  Released  by  Subcontracts.    When  it  is 
anticipated  that  a  portion  at  least  of  the  work  will  be  sublet  to 
other  contractors,, and  when  in  the  nature  of  things  this  is  ad- 
visable, it  may  be  specified  that  such  subletting  of  all  or  of  any 
portion  of  the  work  in  no  wise  releases  the  contractor  from 

» See  Article  30. 
7 


98  GENERAL  SPECIFICATIONS. 

full  and   faithful  performance.     The   following   specifications 
would  then  hold : 

No  subcontract  shall  under  any  circumstances  relieve  the 
contractor  of  his  liabilities  and  obligations  under  his  contract; 
should  any  subcontractor  fail  to  perform  the  work  undertaken 
by  him  in  a  satisfactory  manner,  and  should  this  provision  be 
violated,  the  party  of  the  first  part  may  at  their  option  end  and 
terminate  such  contract.  E.  A.  F. 

96.  Abandonment  of  Contract.  In  most  large  engineer- 
ing contracts  it  is  wise  to  provide  for  the  emergency  of  .aban- 
donment. This  term  is  here  used  to  include  not  only  deliber- 
ate and  acknowledged  abandonment  of  the  work  on  the  part 
of  the  contractor,  but  also  such  violations  of  the  contract, 
either  in  the  letter  or  in  the  spirit,  or  such  unnecessary  delay  in 
its  execution  as  may  be  construed  as  a  virtual  abandonment  of 
the  contract,  so  far  as  its  express  fulfillment  is  concerned.  In 
such  cases  it  may  become  necessary  or  desirable  to  take  the 
work  out  of  the  hands  of  the  contractor  altogether,  and  to  hire 
the  necessary  labor  and  purchase  the  necessary  material,  and 
complete  the  work  under  the  direct  superintendence  of  the 
engineer,  charging  all  such  items  of  expense  against  the  con- 
tractor, and  providing  for  the  payment  of  the  same,  even  though 
they  should  exceed  all  moneys  due  the  contractor  on  the  com- 
pletion of  the  work.  While  the  common  law  would  warrant 
the  party  paying  for  the  work  in  assuming  the  control  of  it,  and 
charging  the  cost  of  the  same  against  the  contractor,  in  case  of 
his  express  and  acknowledged  abandonment,  it  would  not 
authorize  the  engineer  in  assuming  control  of  the  work  because 
of  delay  or  other  violations  of  the  terms  of  the  contract.  A 
provision  such  as  the  following  may  therefore  be  inserted: 

Said  contractor  further  agrees  that  if  the  work  to  be  done 
under  this  contract  shall  be  abandoned,  or  if  this  contract  shall 
be  sublet  or  assigned  by  said  contractor,  or  any  of  the  moneys 
or  orders  payable  thereunder  shall  be  assigned,  otherwise  thati 
as  herein  provided,  or  if  at  any  time  said  chief  engineer  shall 
be  of  the  opinion,  and  shall  so  certify  in  writing  to  said  board, 
that  the  said  work  is  unnecessarily  or  unreasonably  delayed,  or 
that  said  contractor  is  willfully  violating  any  of  the  terms,  cove- 
nants and  agreements  of  this  contract,  or  is  not  executing  this 
contract  in  good  faith,  or  is  not  making  such  progress  in  the 


GENERAL  CLAUSES  IN  SPECIFICATION  99 

execution  of  said  work  as  to  indicate  its  completion  within  the 
required  time,  said  board  shall  have  the  power  and  right  to 
notify  said  contractor  to  discontinue  all  work  or  any  part  there- 
of under  this  contract,  and  upon  such  notification  said  con- 
tractor shall  discontinue  said  work,  or  such  parts  thereof  as 
said  board  may  designate ;  and  said  board  shall  thereupon  have 
the  power  to  employ  by  contract,  or  otherwise,  and  in  such 
manner  and  at  such  prices  as  it  may  determine,  any  persons 
and  obtain  any  animals,  carts,  wagons,  appliances,  implements, 
tools,,  and  other  means  of  construction,  which  it  may  deem 
necessary  to  work  at  and  be  used  to  complete  the  work  herein 
described,  or  such  part  thereof  as  said  board  may  have  desig- 
nated; also,  the  power  to  use  such  appliances,  implements, 
tools,  and  materials  and  means  of  construction  of  every  descrip- 
tion as  may  be  found  upon  the  line  of  said  work,  both  such  as 
enter  into  the  completed  work,  and  such  as  are  necessarily  used 
in  and  about  the  same  in  the  course  of  construction,  and  to  pro- 
cure other  proper  materials  for  the  completion  of  the  same; 
also  to  charge  the  expense  of  all  of  said  labor,  materials,  ani- 
mals, carts,  wagons,  appliances,  implements,  tools  and  means 
of  construction  to  said  contractor ;  and  the  expense  so  charged 
shall  be  deducted  and  paid  by  said  board  out  of  such  moneys 
as  may  be  due  or  become  due  at  any  time  thereafter,  to  said 
contractor  under  this  contract,  or  any  part  thereof.  In  case 
such  expense  is  less  than  the  sum  which  would  have  been  pay- 
able under  this  contract  if  the  same  had  been  completed  by 
said  contractor,  it  is  agreed  that  said  contractor  shall  be  entitled 
to  receive  the  difference ;  and  in  case  such  expense  shall  exceed 
the  sum  which  would  have  been  payable  under  this  contract  if 
the  same  had  been  completed  by  said  contractor,  then  said 
contractor  shall  pay  the  amount  of  such  excess  to  said  city,  on 
notice  from  said  board  of  the  excess  so  due.  It  is  further 
agreed  that  neither  an  extension  of  time,  for  any  reason,  be- 
yond that  fixed  herein  for  the  completion  of  the  work ;  nor  the 
performance  and  the  acceptance  of  any  part  of  the  work  called 
for  by  this  contract,  shall  be  deemed  to  be  a  waiver  by  said  city 
of  the  right  to  assume  control  of  this  contract  for  the  reasons 
and  in  the  manner  hereinbefore  provided.  E.  K. 

97.  Cancellation  of  Contract  for  Default  of  Contractor. 
In  the  previous  case  it  was  provided  that  under  certain  con- 
tingencies the  party  of  the  first  part  would  be  warranted  in 
assuming  entire  control  of  the  work,  and  completing  it  under 
the  contract,  and  for  the  contractor,  his  agency  in  the  matter 
being  displaced  by  that  of  the  engineer,  because  either  of  gross 
violation  of  the  contract,  or  for  incompetency  or  unwilling- 


100  GENERAL  SPECIFICATIONS. 

ness  to  carry  it  out.  That  clause  provided,  therefore,  that  the 
engineer  should  under  such  contingencies  be  appointed  to 
carry  out  the  contract  with  the  party  of  the  second  part,  in  his 
stead,  the  contract  itself,  however,  still  remaining  in  force,  and 
the  final  settlement  to  be  made  in  accordance  with  its  terms. 

For  a  similar  set  of  contingencies  as  above  described,  the 
party  of  the  first  part  may  prefer  to  cancel  the  contract  alto- 
gether, and  instead  of  completing  the  work  under  the  super- 
vision of  the  engineer,  he  may  prefer  to  let  a  new  contract  for 
the  carrying  on  of  the  work.  To  do  this,  the  contract  itself 
must  be  rescinded  or  canceled,  and  in  order  to  give  the  party 
of  the  first  part  the  legal  authority  for  doing  this,  a  clause  such 
as  the  following  may  be  inserted.  Here  all  moneys  due  upon 
the  contract  at  the  time  the  contract  is  canceled  will  be  for- 
feited to  the  first  party.  See  article  49. 

In  lieu  of  the  exercise  of  the  power  hereinbefore  given,  in 
case  of  said  contractor's  default,  to  employ  workmen,  pur- 
chase tools  and  materials,  and  complete  the  work,  said  board 
reserves  the  right  and  option,  instead  thereof,  to  annul  and 
cancel  this  contract  and  relet  the  work,  or  any  part  thereof,  and 
said  contractor  shall  not  be  entitled  to  any  claim  for  damages 
on  account  of  such  annulment,  nor  shall  such  annulment  affect 
the  right  of  said  city  to  recover  damages  which  may  arise  from 
such  failure  on  the  part  of  said  contractor  to  fulfill  the  terms  of 
this  contract.  And  in  case  of  such  annulment  all  moneys  due 
said  contractor,  or  retained  under  the  terms  of  this  contract, 
shall  be  forfeited  to  said  city,  and  be  paid  to  the  credit  of  the 
fund  for  extending  water  pipe  in  said  city ;  but  such  forfeiture 
shall,  however,  not  release  said  contractor,  or  his  sureties  for 
the  fulfillment  of  this  contract,  and  said  contractor  and  his 
sureties  shall  be  credited  with  the  amount  of  the  moneys  so 
forfeited  toward  any  greater  sum  that  they  may  become  liable 
for  to  said  city  on  account  of  the  default  of  said  contractor. 

E.  K. 

98.  Workmen's  Quarters  and  Other  Temporary  Buildings. 

It  is  usually  necessary  for  the  contractor  to  erect  temporary 
buildings  for  the  protection  of  his  tools  and  machinery,  or  for 
office  purposes,  and  sometimes,  when  the  work  is  at  a  distance 
from  boarding  house  facilities,  it  is  necessary  for  him  to  pro- 
vide temporary  quarters  for  his  labor.  The  location,  erection, 
and  removal  of  such  temporary  structures  should  also  be  sub- 


GENERAL  CLAUSES  IN  bl>EClifICATION&, '-  ''  \fy\ 

ject  to  the  approval  of  the  engineer  in  charge.  If  temporary 
quarters  for  workmen  are  not  really  necessary,  it  is  best  to  pro- 
hibit them,  at  least  to  prohibit  their  erection  on  the  property 
belonging  to  the  party  of  the  first  part.  The  following  is  an 
example  of  such  a  clause : 

The  contractor  may  build  such  sheds,  storehouses,  etc.,  as 
are  necessary  for  the  work,  but  the  location  of  such  sheds,  etc., 
must  be  such  as  will  not  interfere  with  the  work  of  other  con- 
tractors, and  must  be  approved  by  the  water  commissioner. 
No  buildings,  sheds,  or  tents  to  be  used  as  quarters  for  work- 
men or  teams  will  be  allowed  on  the  city  property.1 

M.  L.  H. 

99.  Cleaning  up  after  Completion.    In  nearly  all  kinds  of 
engineering  construction  the  grounds  surrounding  or  along  the 
line  of  the  work  are  necessarily  more  or  less  defaced  and  en- 
cumbered by  various  disturbances  of  the  surface,  or  by  refuse 
and  waste  material,  temporary  buildings,  etc.,  and  it  is  usually 
made  the  business  of  the  contractor  on  the  completion  of  the 
work  to  clear  up  the  grounds,  and  to  put  them  in  as  preventable 
a  condition  as  practicable.     This  does  not  involve  any  grading 
or  removal  of  earth  unless  it  be  the  excess  or  waste  which 
remains  on  the  natural  surface  from  his  own  excavations.     It 
does,    however,    include    the    cleaning  up  of  his  own  work, 
whether  it  be  buildings,  foundations,  masonry,  conduits,  pits, 
etc.     The  following  is  such  a  clause  written  to  cover  the  case 
of  waterworks  engine  pits: 

When  the  work  is  completed,  all  pits,  pipes,  chambers, 
conduits,  etc.,  shall  be  carefully  cleaned  out.  The  surround- 
ing grounds  shall  be  cleared  of  all  rubbish  caused  by  construc- 
tion, all  sheds,  etc.,  and  left  in  a  neat  and  presentable  condi- 
tion. M.  L.  H. 

100.  Removal  of  Condemned  Material.     Whenever  any 
material  which  has  been  brought  upon  the  ground  by  the  con- 
tractor has  been  inspected  and  rejected  by  the  engineer,  or  his 
assistants,  it  should  at  once  be  removed  from  the  line  of  the 
work,  in  order  to  prevent  its  use  when  the  engineer  or  his  in- 

1  To  which  might  be  added  the  following:  Suitable  privy  conveniences  shall  be  erec- 
ted, as  directed  by  the  engineer,  for  the  use  of  the  workmen,  and  their  use  is  made  ob- 
ligatory. The  committing  of  nuisance*  is  prohibited  on  all  parts  of  the  premises. 


102  GENERAL  SPECIFICATIONS. 

specters  are  not  present.  To  further  insure  against  the  use 
of  condemned  material  by  the  contractor,  it  is  sometimes  speci- 
fied that  all  such  material  shall  be  stored  by  the  contractor  in  a 
specified  place,  where  it  shall  be  kept  under  lock  and  key,  and 
under  the  control  of  the  engineer  only.  In  case  the  contractor 
declines  to  remove  such  material  from  the  line  of  the  work,  or 
declines  to  take  out  any  defective  work,  there  should  be  a  pro- 
vision authorizing  the  engineer  to  do  this  at  the  contractor's  ex- 
pense. The  following  clause  may  be  used : 

Defective  work  and  material  may  be  condemned  by  the 
engineer  at  any  time  before  the  final  acceptance  of  the  work, 
and  when  such  work  has  been  condemned  it  shall  be  imme- 
diately taken  down  by  the  contractor,  and  rebuilt  in  accordance 
with  the  plans  and  specifications.  When  defective  material 
has  been  condemned,  it  shall  be  at  once  removed  from  the  line 
of  the  work,  and  stored  as  directed  by  the  engineer,  or  other- 
wise disposed  of  to  his  satisfaction.  In  case  the  contractor 
shall  neglect  or  refuse  to  remove  or  replace  any  rejected  work 
or  material  after  a  written  notice,  within  the  time  designated 
by  the  engineer,  such  work  or  material  shall  be  removed  or 
replaced  by  the  engineer  at  the  contractor's  expense. 

M.  L.  H. 

101.  Relations  to  Other  Contractors.     Where  more  than 
one  contractor  is  expected  to  be  engaged  simultaneously  upon 
the  same  work,  it  is  well  to  insert  a  clause  in  the  specifications 
defining  the  obligation  of  each  of  these  contractors  to  the  others 
in  certain  particulars  as  follows : 

The  contractor  is  required,  so  far  as  possible,  to  so  arrangr 
his  work  and  to  so  dispose  of  his  materials  as  will  not  interfere 
with  the  work  or  storage  of  materials  of  other  contractors 
engaged  upon  the  work.  He  is  also  required  to  join  his  work- 
to  that  of  others  in  a  proper  manner,  and  in  accordance  with 
the  spirit  of  the  plans  and  specifications,  and  to  perform  m> 
work  in  the  proper  sequence  in  relation  to  that  of  other  con 
tractors,  and  as  may  be  directed  by  the  engineer. 

M.  L.  H. 

102.  Provision  for  Drainage.    Where  the  natural  surface 
drainage  is  likely  to  be  interfered  with  by  the  work  of  the  con- 
tractor  it  may  be  specified  that  he  shall  maintain  provision  for 
such  surface  drainage  during  the  progress  of  the  work,  and 


GENERAL  CLAUSES  IN  SPECIFICATIONS.  103 

that  he  will  be  held  liable  for  all  damages  from  his  neglect  to 
comply  with  this  provision.     The  clause  may  read  as  follows : 

If  it  is  necessary  in  the  prosecution  of  the  work  to  inter- 
rupt or  obstruct  the  natural  drainage  of  the  surface,  or  the  flow 
of  artificial  drains,  the  contractor  shall  provide  for  the  same 
during  the  progress  of  the  work  in  such  a  way  that  no  damage 
shall  result  to  either  public  or  private  interests.  For  any 
neglect  to  so  provide  for  either  natural  or  artificial  drainage 
which  he  may  have  interrupted,  he  shall  be  held  liable  for  .ail 
damages  which  may  result  therefrom  during  the  progress  of 
the  work. 

103.  Provision  for  Public  Traffic.     If  it  becomes  neces- 
sary in  the  prosecution  of  the  work  to  obstruct  the  public  streets 
or  sidewalks,  and  if  it  is  practicable  to  carry  on  the  work  with- 
out closing  these  streets  against  all  traffic  it  should  be  specified 
that 

The  contractor  shall  make  suitable  and  adequate  provision 
for  the  safe  and  free  passage  of  persons  and  vehicles  by,  over, 
or  under  the  work,  while  in  progress.  Such  provision  to  be 
made  to  the  satisfaction  of  the  engineer.  E.  A.  F. 

104.  Contractor  to  Keep  Foreman  or  Head  Workman, 
and  also  Copy  of  Plans  and  Specifications  on  the  Ground. 
Whenever  work  is  visited  by  the  engineer  or  his  assistants  or 
inspectors,  the  plans  and  specifications  should  be  available  for 
examination  and  if  instructions  are  to  be  given  for  the  further 
prosecution  of  the  work  or  for  any  changes  or  corrections,  some 
responsible  person  should  always  be  present  who  is  authorized 
to  receive  such  instructions  for  the  contractor,  as  his  agent. 
In  this  case  the  instructions  given  to  this  agent  have  all  the 
legal  force  which  they  would  have  if  given  directly  to  the  con- 
tractor.    This  clause  may  read  as  follows : 

At  all  times  when  work  is  in  progress,  there  shall  be  a  fore- 
man or  head  workman  on  the  grounds,  and  also  copies  of  the 
plans  and  specifications.  Instructions  given  to  such  foreman 
or  head  workman  shall  be  considered  as  having  been  given  to 
the  contractor.  E.  A.  F. 

105.  Cost  of  Examination  of  Completed  Work.     When- 
ever the  engineer  desires  to  examine  work  which  has  been  com- 
pleted in  whole  or  in  part,  this  examination  involving  the  tear- 
ing down  of  some  portion  of  the  work,  and  a  corresponding 


104  GENERAL  SPECIFICATIONS. 

expense  both  in  taking  down  and  in  reconstructing  it,  it  is  only 
fair  to  provide  that  in  case  the  work  should  be  found  to  have 
been  performed  in  accordance  with  the  contract,  the  cost  of 
tearing  down  and  rebuilding  should  be  paid  by  the  party  of  the 
first  part ;  but  if  it  should  be  found  that  the  work  had  not  been 
constructed  according  to  the  contract,  this  cost  should  fall  upon 
the  contractor.  The  following  is  such  a  clause : 

Whenever  required  by  the  water  commissioner,  the  con- 
tractor shall  furnish  all  tools  and  labor  necessary  to  make  an 
examination  of  any  work  completed  or  in  progress  under  this 
contract.  If  the  work  so  examined  is  found  to  be  defective  in 
any  respect,  or  not  in  accordance  with  this  contract  and  specifi- 
cations, the  contractor  shall  bear  all  expenses  of  such  examina- 
tion and  of  satisfactory  reconstruction. 

If  the  work  so  examined  is  found  to  be  in  accordance  with 
the  specifications  and  contract,  the  expense  of  examination  and 
reconstruction  will  be  estimated  to  the  contractor  at  a  fair  price 
to  be  determined  by  the  water  commissioner.  M.  L.  H. 

1 06.  Faults  to  be  Corrected  at  any  Time  before  Final  Ac- 
ceptance. It  should  usually  be  understood  between  the  par- 
ties that  no  act  of  the  engineer  or  of  the  inspectors  should  be 
construed  as  final  acceptance  of  any  portion  of  the  work,  unless 
it  is  specifically  so  declared  in  writing  by  the  engineer.  Also 
that  any  failure  to  detect  faulty  or  incomplete  performance 
before  the  time  of  final  acceptance  should  not  be  construed  as 
an  acceptance  of  the  work.  After  the  final  acceptance  by  the 
engineer,  the  contract  is  no  longer  binding  on  the  contractor  in 
the  way  of  requiring  specific  performance,  but  a  reservation 
may  be  entered  in  the  contract  in  accordance  with  which,  if 
any  defect  or  fault  should  subsequently  appear  which  was  unde- 
tected before  the  time  of  final  acceptance,  the  party  of  the  first 
part  should  have  the  right  to  recover  damages  for  such  fault 
or  defect.  A  clause  to  this  latter  effect  is  not  usually  inserted, 
but  it  is  legitimate  if  the  circumstances  should  seem  to  require 
it.  The  circumstances  might  require  it  when  the  work  is  of 
such  a  character  that  faults  could  not  readily  be  detected  until 
the  works  had  been  put  in  operation.  The  following  is  an 
example  of  such  a  combined  clause : 

Failure  or  neglect  on  the  part  of  the  engineer  or  any  of  his 
authorized  agents  to  condemn  or  reject  bad  or  inferior  work 


GENERAL  CLAUSES  IN  SPECIFiCATlONa  105 

or  materials,  shall  not  be  construed  to  imply  an  acceptance  of 
such  work  or  materials  if  it  becomes  evident  at  any  time  prior 
to  the  final  acceptance  of  the  work  and  release  of  the  contrac- 
tor by  the  party  of  the  first  part ;  neither  shall  it  be  construed 
as  barring  the  party  of  the  first  part,  at  any  subsequent  time, 
from  the  recovery  of  damages  or  of  such  a  sum  of  money  as 
may  be  needed  to  build  anew  all  portions  of  the  work  in  which 
fraud  was  practiced  or  improper  material  hidden,  whenever 
found. 

107.  Surveys,  Measurements,  and  Estimates  of  Quanti- 
ties not  Guaranteed  to  be  Correct.  It  is  not  usually  possible 
to  give  in  advance  complete  measurements,  dimensions,  and 
estimates  for  all  parts  of  the  work.  Especially  is  this  true  of 
the  more  detailed  dimensions.  It  should  always  be  understood, 
therefore,  that  the  contractor  must  be  responsible  for  the  proper 
adjustment  of  the  dimensions  and  details  of  the  different  parts 
of  the  work  to  each  other  and  that  the  dimensions  and  figures 
given  on  the  plans  and  specifications  are  always  subject  to 
changes  during  the  progress  of  the  work.  The  following 
clause  refers  especially  to  the  construction  of  a  steel  viaduct  i1 

Contractors  are  also  required  to  check  all  leading  dimensions 
and  clearances  as  a  whole  and  in  detail,  the  fitting  of  all  details, 
and  to  become  responsible  for  the  exact  position  and  elevation 
of  all  parts  of  the  work,  which  will  only  primarily  be  located 
by  the  engineer  of  the  department  of  puolic  parks.  They  will 
maintain  their  own  field  engineering,  that  of  the  city  being  for 
the  purposes  of  original  lay-out,  inspection,  and  checking.  The 
contractor  must  provide  and  maintain  such  facilities  for  the 
engineer  or  his  assistants  as  he  may  reciuire  for  the  convenient 
examination  and  inspection  of  the  work  in  progress.  He  will 
pay  the  cost  of  testing  all  material  in  laboratories  or  shops,  and 
the  cost  of  such  mill  and  shop  inspection  as  he  may  be  called 
upon  to  perform  in  addition  to  that  furnished  by  the  engineer, 
the  selection  of  such  laboratory  or  inspectors  being  dictated  by 
the  engineer,  to  whom  they  will  report.  He  will  furnish  such 
monthly  progress  photographs  as  may  be  required  to  maintain 
the  record.  A.  P.  B. 

•In  this  case  both  foundations  and  superstructure  formed  one  contract.  If  the 
owner  should  prepare  the  foundations  he  must  guarantee  his  surveys  and  locations  to 
be  as  shown  on  the  drawings,  or  as  described  in  the  specifications.  In  this  case  pro- 
vision mist  also  be  made  for  a  comparison  of  the  standards  of  length  used  by  the  owner 
•nd  by  the  contractor. 


10$  GENERAL  SPECIFICATIONS. 

1 08.  The  Contract  Subject  to  Interpretation  and  Change 
by  the  Engineer  in  the  Following  Particulars : * 

(a)  Where  meaning  is  obscure  and  uncertain. 

(b)  As  to  what  is  implied  beyond  that  which  is  specifically 
described. 

(c)  In  case  of  discrepancies  between  plans  and  specifica- 
tions. 

(d)  In  case  changes  of  plans  or  methods  of  work  are  after- 
wards decided  upon. 

Since  the  engineer  is  the  author  of  the  specifications,  he  evi- 
dently is  the  proper  party  to  interpret  their  meaning.  It  goes 
without  saying  trr.t  the  specifications  and  plans  should  be  as 
clear  and  definite  as  possible  in  all  particulars,  but  it  is  quite 
impossible  to  free  language  from  many  inherent  defects,  neither 
is  it  practicable  to  describe  minutely  and  in  detail  all  the  parts 
of  the  work.  There  will,  therefore,  usually  be  some  uncer- 
tainty as  to  the  real  meaning  of  the  words  used  in  the  specifica- 
tions, or  even  of  the  drawings  themselves,  and  many  of  the 
details  of  the  work  must  be  understood  by  implication,  rather 
than  described  in  either  the  specifications  or  the  plans. 

Occasionally,  also,  by  some  oversight  the  plans  and  specifi- 
cations will  not  agree.  This  usually  results  from  changes  of 
plan  after  one  or  the  other  has  been  drawn,  such  changes  being 
made  in  the  one  place  and  not  in  the  other.  As  a  rule  the  speci- 
fications control,  rather  than  the  plans,  and  the  figures  on  the 
plans  control,  rather  than  the  actual  dimensions  of  the  draw- 
ings when  taken  to  scale.  The  engineer  should,  however,  be  at 
liberty  to  determine  what  the  real  meaning  was  intended  to  be 
in  all  cases  of  discrepancies. 

Very  few  contracts  for  large  works  are  carried  out  from 
beginning  to  completion  without  changes  being  introduced  in 
both  the  plans  and  in  the  specifications  during  the  progress  of 
the  work.  These  changes  may  arise  from  a  newly  devised 
method  or  plan  which  may  be  considered  superior,  or  from 
unlocked. for  obstacles  met  with  in  the  work,  or  from  sugges- 
tions on  the  part  of  the  contractor  himself.  They  also  are 
frequently  made  in  order  to  reduce  the  cost  of  the  work,  and 

>  Se«  Articles  32,  83,  34,  38  and  89. 


GENERAL  CLAUSES  IN  SPECIFICATIONS.  107 

on  the  other  hand  are  sometimes  made  in  order  to  improve  its 
character.  It  should  be  understood,  therefore,  that  the  engineer 
has  the  privilege  of  making  such  changes  in  the  plans  and 
specifications  at  any  time. 

So  far  as  the  engineer  may  add  to  the  plans  or  specifications 
by  way  of  interpretation  of  their  true  meaning,  as  in  (a)  and 
(&),  such  supplementary  and  explanatory  matter  should  not 
involve  any  change  in  the  contract  price. 

In  the  matter  of  discrepancies,  however,  between  plans  and 
specifications,  if  the  contractor  can  show  that  he  based  his  esti- 
mate on  one  of  these  to  the  exclusion  of  the  other,  and  when 
interpreted  by  the  engineer,  he  finds  he  had  estimated  on  a  plan 
materially  cheaper  than  that  now  required,  it  would  be  but  just 
and  right  to  allow  him  the  difference  in  the  cost,  since  he  had 
the  right  to  suppose  that  the  plans  and  specifications  were  in 
accord. 

When  changes  are  introduced  in  the  plans  or  specifications 
after  the  contract  is  let,  such  changes  create  a  new  contract, 
and  as  a  matter  of  course  there  must  be  a  new  agreement  as  to 
compensation.1  Without  a  special  clause  authorizing  such 
changes  neither  party  could  change  the  terms  of  the  contract 
against  the  will  of  the  other  without  breaking  it.  Furthermore, 
without  some  understanding  as  to  how  the  compensation  should 
be  determined  for  such  change  in  plans  or  specifications,  the 
party  of  the  first  part  would  be  at  the  mercy  of  the  contractor 
in  this  matter,  and  he  could  charge  an  extravagant  price  for 
such  changes,  and  there  would  be  no  remedy.  The  following 
is  a  suitable  clause,  covering  all  these  matters : 

Said  contractor  also  agrees  that  said  chief  engineer  shall 
decide  as  to  the  meaning  and  intent  of  any  portion  of  the  fore- 
going specifications,  or  of  the  plans,  where  the  same  may  be 
found  obscure  or  in  dispute ;  and  said  chief  engineer  shall  have 
the  right  to  correct  any  errors  or  omissions  therein,  when  such 
corrections  are  necessary  to  the  proper  fulfillment  of  the  inten- 
tion of  said  plans  and  specifications ;  the  action  of  such  cor- 
rection to  date  from  the  time  said  chief  engineer  gives  due 
notice  thereof.  And  it  is  also  agreed  by  said  contractor  that 
said  board  may,  at  any  time,  make  any  changes  in  the  location, 

1  See  Section  38  as  to  the  release  of  the  sureties  hy  such  changes,  and  the  provisions 
for  changes  in  the  bond  itself,  on  page  508. 


108  GENERAL  SPECIFICATIONS. 

form,  dimensions,  grades,  and  alignments,  and  may  make  any 
variations  in  the  quantity  of  the  work  to  be  done,  as  exhibited 
in  the  advertisement  or  notice  of  letting  hereto  attached,  or  in 
the  form  of  proposal  or  bid  for  said  work,  and  may  entirely 
exclude  any  of  the  items  of  work  relating  to  said  quantities  at 
any  time,  either  before  the  commencement  of  the  work,  or 
during  its  progress,  without  thereby  altering  or  invalidating 
any  of  the  prices  herein  named,  or  this  contract  in  any  other 
respect;  should  such  action  diminish  the  amount  of  work  that 
would  otherwise  be  done,  no  claim  shall  be  made  for  damages 
on  the  ground  of  loss  of  anticipated  profits  on  work  so  dis- 
pensed with;  and  should  such  action  be  taken  after  the  com- 
mencement of  any  particular  piece  of  work,  and  result  thereby 
in  extra  cost  to  said  contractor,  said  chief  engineer  shall  certify 
to  said  board  the  amcrunt  to  be  allowed  therefor,  which  he  shall 
consider  fair  and  equitable,  as  between  the  parties,  and  his 
decision,  when  approved  by  said  board,1  shall  be  final  and 
conclusive.  E.  K. 

109.  Settlement  of  Disputes.2  While  the  contract  lies 
between  the  party  paying  for  the  work,  being  the  party  of  the 
first  part,  and  the  contractor  who  does  the  work,  being  the  party 
of  the  second  part,  the  contract  itself  is  administered  and  en- 
forced, by  the  engineer,  who  is  usually  employed  by  the  party 
of  the  first  part.  It  is  well  understood  also  that  the  engineer 
is  supposed  to  act  always  in  a  strictly  professional  and  admin- 
istrative capacity,  that  he  has  no  personal  interest  in  favor  of, 
or  against  either  party,  and  that  his  sole  object  is  to  see  that 
the  contract  is  faithfully  carried  out  in  accordance  with  its 
express  terms  and  real  meaning.  It  is  also  recognized  that  he 
is  the  most  competent  person  to  determine  all  differences  and 
disputes,  where  these  arise  between  the  parties  to  the  contract, 
or  between  two  or  more  contractors  engaged  upon  the  same 
work.  It  is  proper  and  right,  therefore,  that  he  should  be 
made  the  referee  in  all  cases  of  dispute  or  misunderstanding, 
and  that  his  position  as  arbitrator  should  be  made  final  and 
conclusive  in  the  premises.  If  it  be  expressly  agreed  upon 
between  the  parties  themselves  that  the  engineer  shall  act  in 
this  capacity,  then  his  decision  does  become  binding  and  final 

>  This  decision  of  the  engineer  is  usually  made  final  and  conclusive  without  approval 
by  his  principal. 

*  See  Articles  12  and  13. 


GENERAL  CLAUSES  IN  SPECIFICATIONS  1Q9 

upon  the  parties,  even  to  the  exclusion  of  the  action  of  the 
courts,  unless  it  can  be  shown  that  the  engineer  acted  through 
prejudice,  or  ignorance,  or  fraud.  As  it  is  usually  very  diffi- 
cult to  establish  a  case  against  the  engineer  on  either  of  these 
grounds,  a  clause  such  as  the  following  usually  acts  to  settle  all 
disputes  and  to  keep  such  controversies  out  of  the  courts. 
Honesty  and  fairness  is  also  so  common  a  characteristic  of 
engineers  that  a  clause  such  as  the  following  is  nearly  always 
acceptable  to  both  parties,  and  very  seldom  results  in  injustice 
being  done  to  either  party : 

To  prevent  all  disputes  and  litigation,  it  is  further  agreed  by 
and  between  the  parties  to  this  contract,  that  said  chief  engi- 
neer shall  be  the  referee,  in  all  cases,  to  determine  the  amount, 
quality,  acceptability,  and  fitness  of  the  several  kinds  of  work 
which  are  to  be  paid  for  under  this  contract,  and  to  decide  upon 
all  questions  which  may  arise  as  to  the  fulfillment  of  said  con- 
tract on  the  part  of  said  contractor,  and  his  decision  and  de- 
termination, when  approved  by  said  board1  shall  be  final  and 
conclusive.  Said  contractor  shall  also  afford  all  reasonable 
facilities  for  access  to  his  work  to  any  other  parties  or  contrac- 
tors who  may  be  doing  extra  work  or  be  working  on  a  section 
of  the  conduit  adjacent  to  his  own,  and  any  difference  which 
may  arise  between  two  contractors  in  regard  to  their  adjoining 
work  is  to  be  adjusted  by  said  chief  engineer,  whose  decision  in 
the  matter  shall  be  final  and  binding  upon  both  parties.2 

E.  K. 

no.  Extra  Work.8  While  all  changes  in  plans  and 
specifications  have  been  provided  for  in  section  108,  it  is  well 
to  insert  a  special  clause  on  the  subject  of  extra  work.  It  is 
common  for  contractors,  on  the  completion  of  a  piece  of  work, 

1  See  foot-note,  page  92. 

*  In  the  opinion  of  the  author  of  this  work  it  is  doubtful  if  a  clause  such  as  is  here 
given  will  always  stand  in  a  court  of  law.  The  reader  is  referrej  on  this  subject  to 
Articles  12  and  13  in  the  Synopsis  of  the  Law  of  Contracts.  In  accordance  with  the 
principles  there  laid  down  it  would  seem  that  the  courts  will  only  sustain  such  a  clause 
as  the  above  when  it  can  be  shown  that  the  acts  of  the  engineer  taken  under  it  have 
been  such  as  a  court  could  properly  refer  to  an  expert  referee,  or  to  a  person  presum- 
ably more  competent  than  the  court  to  determine.  In  general  such  questions  would  be 
such  as  might  be  called  "  Conditions  Precedent "  to  a  legal  settlement.  Such  "condi- 
tions precedent "  would  include  all  questions,  such  as  the  value  of  extra  work,  the 
amount  of  damages  actually  sustained  from  any  breach  of  the  contract,  the  extent  of 
any  failures  to  comply  with  the  contract,  and  all  matters  which  are  not  so  much  ques- 
tions of  fact  as  questions  of  quantitative  and  qualitative  value,  which  can  only  be  esti- 
mated, and  which  the  engineer  is  presumably  competent  to  evaluate.  See  also  Article  86. 

»  See  Articles  38  and  39i 


110  GENERAL  SPECIFICATIONS. 

to  bring  in  a  bill  of  extras,  which  they  claim  represents  work 
which  they  were  asked  to  perform,  and  which  was  not  included 
in  the  plans  or  specifications,  and  which  was  not  specially  pro- 
vided for  by  particular  agreement  with  the  engineer  with  the 
corresponding  compensation  to  be  paid  for  it.  What  the  con- 
tractor's ideas  or  intentions  may  be  on  this  subject  does  not 
usually  develop  until  the  work  has  been  fully  completed  arid 
the  time  of  final  settlement  has  arrived.  In  many  instances 
it  is  then  too  late  to  determine  the  exact  facts  concerning  this 
extra  work,  either  because  of  the  incompleteness  of  the  records, 
or  because  of  the  impracticability  of  making  the  necessary 
measurements.  Such  a  bill  of  extras,  therefore,  brought  in  at 
the  time  of  settlement  is  always  the  source  of  a  certain  amount 
of  difficulty  and  irritation,  and  when  the  piece  of  work  extends 
over  a  considerable  length  of  time,  such  a  contingency  as  above 
described  should  be  prevented  by  requiring  all  such  bills  of 
extras  to  be  presented  from  month  to  month.  Furthermore,  it 
is  desirable  also  that  the  contractor  should  reveal  to  the  engi- 
neer his  intentions  in  regard  to  claims  for  extras,  before  such 
extra  work  is  executed.  In  this  case  if  he  will  not  accept  of 
the  price  fixed  by  the  engineer  for  doing  such  work  the  engi- 
neer should  have  the  privilege  of  letting  this  extra  work  to  an- 
other party.  In  this  way  extravagant  prices  for  such  work 
could  be  prevented,  and  disputes  avoided,  and  the  following  is 
given  as  a  good  example  of  such  a  clause,  on  a  piece  of  work 
which  extended  over  a  considerable  period  of  time : 

No  claim  for  extra  work  shall  be  considered  or  allowed, 
unless  such  extra  work  shall  have  been  previously  ordered  by 
said  engineer,  in  writing.  The  claims  for  such  extra  work, 
when  so  ordered,  shall  be  presented  to  such  board  on  or  before 
the  1 5th  day  of  the  month  following  that  in  which  said  extra 
work  was  done,  otherwise  such  claims  during  that  month  will 
be  forfeited  and  waived.  In  case  any  extra  work  shall  be 
required  in  the  proper  performance  of  the  work  contemplated 
to  be  done  under  this  contract,  it  is  understood  that  said  board 
reserves  the  right  to  have  such  extra  work  done  by  any  other 
person,  firm,  or  corporation  than  the  said  contractor,  unless  an 
agreement  upon  the  prices  to  be  paid  for  such  extra  work  can 
promptly  be  reached  between  said  board  and  contractor. 
Should  said  extra  work  be  let  to  any  other  person,  firm,  or  cor- 
poration than  said  contractor,  said  contractor  further  agrees 


GENERAL  CLAUSES  IN  SPECIFICATIONS. 

that  he  will  not,  in  any  way,  interfere  with,  or  molest  such  per- 
son, firm,  or  corporation,  and  that  said  contractor  will  suspend 
such  part  of  the  work  herein  specified,  or  will  carry  on  the  same 
in  such  a  manner  as  he  may  be  ordered  by  said  engineer,  so  as 
to  afford  all  reasonable  facilities  for  doing  such  extra  work; 
but  said  contractor  agrees  to  make  no  claim  for  damages,  or  for 
any  privileges  or  rights,  other  than  expressed  by  this  contract, 
by  reason  of  the  suspension  and  the  doing  of  such  extra  work, 
except  for  an  extension  of  time  to  perform  this  contract,  as  may 
be  certified  to  said  board  in  writing  by  said  chief  engineer,  and 
approved  by  said  board.  E.  K. 

in.  Definition  of  "Engineer"  and  "Contractor."  While 
it  is  not  at  all  necessary  as  a  rule  to  define  the  terms  "engineer," 
"contractor,"  "board,"  etc.,  it  is  usually  well  to  insert  such  a 
definition,  to  prevent  any  legal  quibble  in  case  suit  is  brought 
by  either  of  the  parties  to  the  contract.  In  this  definition  also 
the  agency  of  persons  acting  for  either  of  the  principals  or  for 
the  engineer  is  also  defined. 

Wherever  the  word  "engineer"  is  used  herein,  it  shall  b& 

and  is  mutually  understood  to  refer  to and  to  his  properly 

authorized  agents,  limited  by  the  particular  duties  entrusted  to 
them. 

Wherever  the  word  "contractor"  is  used  herein,  it  shall  be 
and  is  mutually  understood  to  refer  to  the  party  or  parties  con- 
tracting to  perform  the  work  to  be  done  under  this  contract,  or 
the  legal  representatives  of  such  party  or  parties. 

E.  A.  F. 

112.  Documents  Composing  the  Contract.  While  in  com- 
mon law  all  the  documents,  acts,  agreements,  public  adver- 
tisements, etc.,  which  relate  to  or  serve  to  explain  the  full 
meaning  and  intent  of  the  contract,  are  made  portions  of  such 
contract,  it  is  well  also  to  specify  particularly  what  docu- 
ments combine  to  make  what  is  understood  by  the  parties  as 
"the  contract."  This  clause  is  frequently  inserted  in  the  enact- 
ing agreement,  which  may  or  may  not  precede  the  specifications 
proper.  It  is  here  inserted  as  a  clause  in  the  specifications,  but 
perhaps  more  properly  belongs  in  what  is  sometimes  designated 
more  specifically  as  "the  contract."  The  clause  may  read  as 
follows : 

It  is  understood  by  the  contracting  parties  that  the  follow- 
ing documents  are  essential  portions  of  the  complete  contract: 
The  advertisement,  the  instructions  to  bidders,  the  proposal,  all 


112  GENERAL  SPECIFICATIONS. 

drawings,  maps,  and  plans,  hereto  attached  or  herein  described, 
the  specifications,  specific  contract,  and  the  contractor's  bond. 

113.  Meaning  Understood.     It  is  not  unusual   for  con- 
tractors to  enter  a  plea,  either  during  construction  or  on  final 
settlement,  that  such  and  such  parts  of  the  specifications  were 
not  understood,  and  that  their  bids  were  made  under  a  misap- 
prehension.    To  prevent  the  making  of  such  claim  the  follow- 
ing may  be  inserted : 

Said  contractor  hereby  admits  that  he  has  read  each  and 
every  clause  in  this  contract,  and  fully  understands  the  mean- 
ing of  the  same,  and  hereby  agrees  that  he  will  comply  with  all 
the  terms,  covenants  and  agreements  herein  set  forth.  E.  K. 

114.  Provision  for  the  Arbitration  of  Disputes.     The  fol- 
lowing provision  for  reference  of  disputes  to  arbitrators  as  a 
"condition  precedent"  to  legal  action  is  recommended: 

In  the  event  of  disagreement  between  the  company  and  the 
contractor,  they  shall  submit  the  matter  to  arbitration,  the  com- 
pany choosing  one  arbitrator,  and  the  contractor  one,  and  the 
two  thus  chosen  to  select  a  third. 

The  decision  of  such  arbitrators,  or  a  majority  of  them,  shall 
be  made  in  writing  to  both  parties,  and  when  so  made  shall  be 
binding  on  the  parties  thereto. 

The  entire  expense  of  such  arbitration  shall  be  borne  by  the 
party  against  whom  the  decision  is  rendered,  or  in  event  of  a 
compromise  decision,  shall  be  borne  by  both  parties  in  such 
proportion  as  the  arbitrators  may  decide.  Such  arbitration  is 
intended  to  avoid  litigation  and  a- written  offer  to  submit  thereto 
by  either  party,  followed  by  such  arbitration  (if  said  offer  is 
accepted  and  acted  upon  within  twenty  (20)  days  after  the 
same  is  made)  shall  be  a  condition  precedent  to  any  action  at 
law  by  either  party  under  this  contract.  R.  H. 

115.  No  Waiver  of  Legal  Rights.     In  large  and  compli- 
cated work  it  is  well  to  insert  a  kind  of  blanket  clause  against 
a  misconstruction  of  any  act  of  the  engineer,  or  of  his  assist- 
ants, or  of  the  owner,  by  making  such  act  a  bar  against  the 
final  enforcement  of  the  contract  in  all  its  parts,  not  actually 
prohibited  by  such  antecedent  acts.     The  following  is  a  good 
form  for  such  a  clause : 

Neither  the  inspection  of  the  company,  engineer,  or  any  of  its 
employees,  nor  any  order,  measurement  or  certificate  by  the 
engineer,  nor  any  order  by  the  company  for  the  payment  of 


GENERAL  CLAUSES  IN  SPECIFICATIONS.  H3 

money,  nor  any  payment  for,  nor  acceptance  of,  the  whole  or 
any  part  of  the  work  of  the  engineer  or  company,  nor  any  ex- 
tension of  time,  nor  any  possession  taken  by  the  company  or  its 
employees,  shall  operate  as  a  waiver  of  any  provision  of  this 
contract,  or  of  any  power  herein  reserved  to  the  company,  or 
any  right  to  damages  herein  provided;  nor  shall  any  waiver 
of  any  breach  of  this  contract  be  held  to  be  a  waiver  of  any 
other  or  subsequent  breach.  All  remedies  provided  in  this 
contract  shall  be  taken  and  construed  as  cumulative: — that  is, 
in  addition  to  each  and  every  other  remedy  herein  provided; 
and  the  company  shall  have  any  and  all  equitable  and  legal 
remedies  which  it  would  in  any  case  have.  R.  H. 

1 1 6.  The  Use  of  General  Clauses  in  Engineering  Specifi- 
cations, While  the  general  clauses  here  described  with 
illustrative  examples  may  appear  to  the  reader  unnecessirily 
voluminous,  their  purpose  and  effect  is  to  clearly  define  the 
business  relations  of  the  parties,  and  to  prevent  injustice  being 
done  to  either  party.  They  are  also  calculated  to  prevent  liti- 
gation and  delay  in  the  final  settlement,  and  if  they  are  able  to 
effect  these  ends  they  are  well  worth  inserting,  even  where  the 
work  to  be  done  is  relatively  small,  and  unimportant.  The 
engineer  should  be  careful,  however,  that  all  such  clauses  are 
consistent  as  between  themselves,  and  it  is  best  also  to  make 
them  mutually  exclusive.  In  other  words,  the  same  thing 
should  not  be  described  or  defined  in  more  than  one  clause,  as 
repetitions  only  weaken  the  document.  Furthermore,  no  con- 
dition or  limitation  should  be  inserted  without  a  full  intention 
of  strict  compliance.  If  the  engineer  begins  to  relax  in  his  re- 
quirements in  one  particular,  the  contractor  will  not  be  slow  to 
take  advantage  of  such  precedents,  and  to  claim  similar  privi- 
leges in  other  directions.  If  the  engineer  could  know  in  ad- 
vance who  the  contractor  was  to  be,  many  of  the  clauses  here 
offered  might  be  dispensed  with,  in  case  the  contractor  was 
known  to  be  thoroughly  honest  and  competent.  The  specifi- 
cations are  prepared  in  advance,  however,  and  it  is  wise  to 
assume  that  the  contractor  will  be  a  more  or  less  irresponsible 
party,  without  reputation  to  sustain,  and  whose  sole  object  is 
personal  gain.  It  must  also  be  understood  that  the  clauses 
here  given  are  offered  only  as  illustrative  examples,  and  not  to 

be  blindly  copied.     The  engineer  in  writing  the  specifications 
8 


114:  GENERAL  SPECIFICATIONS. 

should  have  clearly  in  mind  what  the  business  relations  aie 
intended  to  be,  and  make  his  general  clauses  consistent  with 
that  conception.  He  could  probably  consult  other  specifica- 
tions, or  the  clauses  as  given  above,  as  suggestions  and  to  en- 
able him  to  avoid  omitting  some  essential  condition  which  he 
wishes  to  insert.  It  is  believed  by  the  author  that  the  clauses 
here  quoted  have  the  support  of  the  leading  members  of  the 
profession  in  this  country,  and  that  they  are  well  adapted  to 
determine  the  conditions  which  the  engineers  who  use  them 
desired  to  impose.  It  must  not  be  supposed,  however,  that  all 
these  general  clauses  would  ever  be  embodied  in  any  one 
specification. 


PAET  III. 

Specific  Descriptive    or  Technical    Clauses 
in  Specifications. 

117.  Essential  Features  of  Good  Specifications.  We  now 
:ome  to  consider  that  portion  of  any  given  set  of  specifications 
which  relates  to  and  describes  the  work  itself.  In  writing 
specifications  of  this  kind,  the  following  requirements  should 
be  complied  with : 

(a)  The  work  should  be  described  first  as  a  whole,  and  then 
in  detail. 

(b)  Every  portion  and  detail  of  the  work  should  be  de- 
scribed in  clear  and  simple  language  which  will  be  understood 
by  the  contractors  who  are  supposed  to  bid  on  the  work. 
These  descriptions  should  have  reference  to  the  ultimate  end  to 
be  accomplished  rather  than  to  the  means  and  methods  to  be 
employed.     It  is  usually  not  wise  to  specify  methods  unless  in 
the  opinion  of  the  engineer  some  particular  method  is  far  pre- 
ferable to  any  other. 

(c)  The  clauses  in  the  specifications  should  be  made  so  far 
as  possible  mutually  exclusive.    That  is  to  say,  no  part  of  the 
work  should  be  specifically  described  in  more  than  one  place. 
Repetition  of  descriptions  tends  to  weaken  the  document. 

(rf)  The  specifications  should  be  clear  in  the  matter  of  indi- 
cating what  is  absolutely  required  without  any  alternative,  and 
what  is  named  as  indicating  in  general  the  character  of  the  pro- 
duct, and  in  which  alternative  materials,  methods,  or  results 
will  be  allowed.  If  the  engineer  anticipates  that  some  clauses 
in  the  specifications  are  to  be  rigidly  insisted  upon,  while  others 
will  not  be  specifically  enforced,  this  intention  or  state  of  mind 
of  the  engineer  should  be  revealed  in  the  specifications  them- 
selves. In  other  words,  the  contractor  should  know  in  advance 


116  ENGINEERING  SPECIFICATIONS. 

how  the  specifications  are  to  be  interpreted,  so  far  as  it  is  pos- 
sible to  give  this  information  in  the  specifications. 

(e)  The  last  named  requirement  demands  that  the  engineer 
should  be  so  familiar  with  all  the  details  of  the  work  described, 
from  actual  experience,  that  he  is  able  to  know  in  advance 
what  his  decision  will  be  in  the  various  contingencies  which 
may  arise  during  the  progress  of  the  work.  His  foresight  in 
this  particular  must  be  complete  and  distinct,  which  can  only 
be  the  case  when  the  engineer  who  writes  the  specifications 
has  had  considerable  experience  in  carrying  out  practically  the 
same  kind  of  work. 

(/)  In  choosing  units  of  measure,  in  describing  the  work,  to 
be  used  for  determining  compensation,  only  specific  and  definite 
units  should  be  chosen,  or  they  should  be  so  defined  as  to  ad- 
mit of  no  double  meaning.  For  instance,  to  say  that  mortar 
shall  be  composed  of  one  part  cement  to  two  parts  of  sand 
comes  very  far  from  defining  a  particular  ratio  of  ingredients. 
If  the  words  "by  weight"  be  added,  it  still  fails  to  define,  inas- 
much as  wet  sand  is  much  heavier  than  dry;  or  if  the  words 
"by  measure"  be  used,  this  also  fails  to  define,  since  cement 
may  be  measured  in  the  original  package,  where  it  is  thor- 
oughly compacted,  or  it  may  be  dumped  and  measured  in  a 
fluffy  condition,  in  which  it  occupies  some  50  per  cent,  more 
volume. 

(g)  The  engineer  should  be  familiar  with  the  ordinary 
methods  employed  by  different  kinds  of  mechanics  and  should 
so  design  his  work  as  to  obtain  satisfactory  results  without  re- 
quiring a  much  higher  grade  of  work  than  is  customary  by  the 
mechanics  who  will  be  called  upon  to  execute  it.  It  is  prac- 
tically impossible  with  the  most  thorough  supervision  and  in- 
spection to  get  mechanics  to  vary  their  ordinary  practice  mate- 
rially. The  failure  to  recognize  this  fact  often  leads  engineers 
to  specify  methods  or  results  which  are  practically  unattainable, 
and  this  leads  either  to  continual  violation  of  the  specifications 
and  its  accompanying  irritations  and  delays,  or  to  an  abandon- 
ment on  the  part  of  the  engineer  of  the  strict  interpretation  of 
his  own  specifications. 

(h)   In  the  matter  of  materials  it  is  customary  to  specify 


TECHNICAL  CLAUSES  IN  SPECIFICATIONS.  H7 

not  the  very  highest  and  best  the  market  affords,  but  such  a 
grade  of  material  as  would  be  satisfactory  in  service,  and  which 
can  be  supplied  by  the  standard  manufacturers  of  that  partic- 
ular product.  In  this  way  the  engineer  gets  the  benefit  of  a 
wide  competition,  and  of  a  correspondingly  lov/  price.  The 
minimum  requirements  for  materials  which  serve  as  a  cri- 
terion of  rejection  determines  very  largely  the  cost  of  the  work. 
If,  therefore,  the  engineer  in  preparing  his  design  bases  his 
calculations  upon  what  might  be  commonly  known  as  good  or 
first-class  materials,  with  a  minimum  limit  fairly  below  this 
generally  recognized  first-class  grade,  he  will  usually  obtain  a 
material  practically  as  good  as  the  market  affords,  without 
being  obliged  to  pay  an  extravagant  price  for  it,  and  without 
suffering  from  the  delays  and  troubles  caused  by  the  rejection 
of  a  large  proportion  of  the  material  furnished.  To  base  a  con- 
tract on  the  very  highest  tests  known  of  a  given  material,  and 
to  require  this  extraordinary  quality  for  all  the  material  fur- 
nished is  extremely  unwise. 

(*)  If  possible  to  avoid  it,  it  is  best  not  to  specify  a  par- 
ticular manufactured  product  or  proprietary  article  by  name. 
If  this  is  done  at  all,  more  than  one  such  name  should  be  given 
if  possible,  and  others  admitted  if  shown  to  be  as  good  as  these 
to  the  satisfaction  of  the  engineer.  To  limit  the  materials  or 
articles  specified  to  that  of  a  single  manufacturer  subjects  the 
engineer  to  invidious  criticism  and  suspicion,  and  it  is  always 
wise  to  avoid  even  the  appearance  of  evil. 

(;)  It  is  not  uncommon  to  specify  that  the  materials  fur- 
nished shall  be  of  well  known  brands,  or  the  products  of 
factories  or  works  of  established  reputation.  Similarly  it  is 
sometimes  specified  that  the  contractor  himself  must  show  a 
familiarity  with  the  work  he  proposes  to  perform.  Also  in  the 
matter  of  stone,  for  instance,  that  it  shall  be  taken  from  quar- 
ries which  have  been  in  long  use,  the  stone  from  which  by 
actual  use  is  known  to  have  good  weathering  qualities. 

(&)  Befoie  writing  the  specification,  the  engineer  must  also 
have  a  clearly  defined  notion  as  to  the  amount  of  responsibility 
which  is  to  be  placed  upon  the  contractor.  If  the  engineer 
prescribes  the  plan,  the  materials,  and  the  methods  to  be  em- 


118  ENGINEERING  SPECIFICATIONS. 

ployed,  he,  of  course,  assumes  all  responsibility  so  far  as  these 
are  concerned,  and  he  can  not  in  justice  make  the  contractor 
responsible  for  his  own  faults.1  He  should  always  be  ready 
and  willing  to  take  upon  himself  such  responsibilities  pertain- 
ing to  the  design  as  properly  belong  to  the  designer.  For  in- 
stance, if  the  contractor  is  held  responsible  for  the  results,  he 
must  be  given  a  considerable  latitude  as  to  methods,  and  if  the 
engineer  prescribes  the  plan,  the  materials,  and  all  the  methods 
to  be  employed,  he  cannot  hold  the  contractor  for  the  results, 
or  for  the  successful  operation  of  the  project,  beyond  the  sim- 
ple faithful  performance  of  the  work  prescribed.  In  general 
the  entire  responsibility  for  the  successful  operation  of  the 
work  should  rest  upon  the  engineer.  It  is  only  in  case  of 
extra-hazardous  undertakings,  which  are  largely  of  the  nature 
of  an  experiment,  in  which  no  well  defined  plan  is  outlined, 
that  the  contractor  is  left  comparatively  free,  both  as  to  plan 
and  execution.  It  is  only  in  such  cases  that  the  engineer  is 
warranted  in  relieving  himself  of  all  responsibility,  and  placing 
the  same  wholly  upon  the  contractor.  There  are  cases  in 
which  contractors  have,  by  experience,  acquired  peculiar  ability 
to  perform  certain  kinds  of  hazardous  work,  and  who  are  will- 
ing to  undertake  the  same  under  a  guarantee  of  successful 
execution,  under  which  circumstances,  any  engineer,  even  of 
high  repute  in  his  profession,  would  be  warranted  in  letting  a 
contract  and  putting  the  entire  responsibility  upon  the  con- 
tractor. 

(/)  A  strong  reason  for  enforcing  specifications  literally 
and  rigidly,  instead  of  accepting  some  other  materials  or 
method  which  possibly  may  be  "just  as  good"  is  to  be  found  in 
the  relation  the  engineer  and  owner  hold  to  other  contractors 
who  bid  upon  the  work.  It  is  to  be  presumed  that  these  other 
parties  have  based  their  estimates  on  a  strict  compliance  with 
the  specifications,  and  it  is  possible  that  the  lowest  bidder  has 
presumed  on  his  being  able  to  substitute  cheaper  materials  or 
methods  for  those  specified.  If  he  is  allowed  to  do  this  after 
^he  contract  is  let,  it  is  evident  that  the  other  bidders  have  been 
discriminated  against  to  their  disadvantage  and  under  a  species 

'  See  editorial  in  the  Engineering  Record.  February  17,  1900. 


TECHNICAL  CLAUSES  IN  SPECIFICATIONS.  119 

of  fraud,  which  should  not  receive  the  encouragement  of  either 
the  engineer  or  of  the  owner.  It  is  difficult,  therefore,  to  see 
how  a  cheaper  grade  of  work  can  properly  be  accepted  in  lieu 
of  that  specified,  even  though  it  be  "just  as  good,"  without 
encouraging  this  practice  of  presuming  upon  a  cheaper  fulfill- 
ment, and  also  without  treating  the  other  bidders  unfairly. 
Other  things  being  equal,  therefore,  it  is  best  to  rigidly  enforce 
a  contract,  even  though  a  cheaper  material  or  method  might, 
in  the  opinion  of  the  engineer,  be  employed  with  equally  good 
results.  Or,  if  a  cheaper  compliance  is  allowed,  a  correspond- 
ing reduction  in  price  should  be  insisted  upon. 

The  above  are  some  of  the  numerous  controlling  ideas  which 
the  engineer  should  have  clearly  in  mind  in  the  writing  of  a 
set  of  engineering  specifications.  He  must  know  in  the  first 
place  exactly  what  he  wants,  and  then  try  to  so  describe  it  that 
others  cannot  mistake  his  meaning.  The  general  and  detail 
plans  are  usually  made  before  the  specifications  are  written, 
and  the  engineer  has  these  before  him  in  writing  the  specifica- 
tions, and  makes  liberal  reference  to  them.  Since  they  are 
also  a  part  of  the  specifications,  he  has  the  advantage  of  a 
double  language  in  which  to  present  his  ideas,  and,  if  he  does 
not  succeed  in  making  clear  to  the  proposed  contractors  ex- 
actly what  is  to  be  done,  he  should  feel  that  he  alone  is  to 
blame  for  any  misunderstanding. 

1 1 8.  Specifications  Accompanying  Complete  Detail  Plans. 
As  described  in  article  17,  we  have  in  general  three  classes  of 
engineering  specifications,  describing  the  work  itself,  namely: 

Specifications  accompanying  complete  detail  plans. 

Specifications  accompanying  a  general  plan  only. 

Specifications  unaccompanied  by  any  plan,  and  commonly 
known  as  general  specifications. 

When  the  specifications  are  accompanied  by  complete  detail 
plans,  these  plans  are  prepared  before  the  specifications  are 
drawn,  and  in  this  case  the  specific  descriptive  specifications 
are  largely  composed  of  descriptions  of  the  materials  to  be 
used,  the  methods  of  manufacture  and  erection,  and  of  the  re- 
sults to  be  accomplished,  or  of  the  tests  to  which  the  finished 
product  is  to  be  subjected.  Such  complete  detail  plans  are  al- 


120  ENGINEERING  SPECIFICATIONS. 

ways  necessary  when  a  particular  and  definite  plan  is  to  be 
carried  out.  When  the  work  is  to  be  let  in  open  competition, 
and  to  the  lowest  bidder  it  is  also  usually  best  to  prepare  com- 
plete detail  plans  in  order  to  insure  that  the  bidders  will  all 
estimate  on  exactly  the  same  thing,  and  further,  to  insure  that 
the  final  product  will  be  satisfactory.  In  this  case  the  detail 
plans  must  be  duplicated  by  some  of  the  various  methods  of 
copying  drawings,  and  in  very  large  and  important  work  fre- 
quently by  photo-lithographing,  and  these  copies  of  the  plans 
submitted  along  with  the  specifications  to  the  various  parties 
wishing  to  bid  upon  the  work.  If  the  bidders  are  expected  to 
be  those  residing  in  the  immediate  vicinity,  it  is  not  so  neces- 
sary to  duplicate  these  drawings,  all  the  bidders  being  asked 
to  examine  the  drawings  in  the  office  of  the  engineer.  In  this 
case  the  drawings  usually  are  self-explanatory  even  to  the  ex- 
tent of  indicating  the  materials  to  be  used,  so  that  the  written 
specifications  need  not  describe  the  work  as  to  its  form  and 
dimensions,  but  are  only  descriptive  of  the  work  in  a  general 
way. 

119.  Specifications  Accompanying  a  General  Plan  Only. 
In  this  case  the  bidder  is  asked  to  submit  detail  plans  for  the 
work  in  submitting  his  bid,  the  specifications  being  so  framed, 
however,  as  to  reduce  all  designs  which  fully  comply  with  these 
requirements  to  a  common  standard  of  value.  To  accomplish 
this  purpose  the  engineer  must  be  able  to  foresee  practically 
all  the  various  designs  which  may  be  submitted,  and  to  antici- 
pate all  the  advantages  in  economy  which  are  likely  to  control 
the  preparation  of  these  designs,  and  to  make  such  requirements 
in  the  specifications  as,  when  complied  with,  will  in  his  opinion 
give  products  of  equal  efficiency,  capacity,  and  permanency. 
In  this  way  the  engineer  gets  the  advantage  of  the  experience 
and  of  the  inventive  genius  of  all  the  persons  bidding  upon  the 
worV,  with  the  chance  that  he  may  secure  a  better  design  than 
he  himself  would  have  been  able  to  prepare,  and  also  one  which 
may  cost  materially  less  than  his  own  design.  As  an  illustra- 
tion of  this  kind  of  specification,  we  may  have  a  bridge  or 
roof  truss  of  a  particular  general  design,  the  outline  drawing 
showing  simply  the  general  dimensions,  and  the  location  of  the 


ILLUSTRATIVE  SPECIFICATIONS,  ETC.  121 

members,  this  fixing  the  general  style  of  truss,  which  for  some 
particular  reason  the  engineer  wishes  complied  with.  The  con- 
tractor is  then  asked  to  build  a  truss  on  these  general  lines  in 
compliance  with  the  accompanying  written  specifications. 

126.  Specifications  Unaccompanied  by  Plans,  Known 
Commonly  as  General  Specifications.  In  this  case  no  plans 
whatever  are  prepared,  but  only  the  most  general  requirements 
to  be  satisfied.  As,  for  instance,  in  the  case  of  a  bridge,  the 
total  span,  the  loads  to  be  carried,  the  character  of  the  stream 
to  be  bridged  (this  determining  the  character  of  false  works 
required,  and  often  determining  the  character  of  the  super- 
structure itself),  the  kinds  of  materials  to  be  used  in  its  con- 
struction, the  maximum  unit  stress  allowed  in  the  various 
parts,  etc.  Or  if  the  contract  is  for  machinery,  the  specifica- 
tions may  define  the  amount  and  kind  of  work  to  be  done, 
which  fixes  the  capacity  of  the  apparatus.  They  would  also 
define  the  efficiency  or  economy  of  operation  of  the  plant,  and 
make  various  requirements  in  regard  to  the  material  used,  and 
methods  of  construction  which  would  be  supposed  to  govern  its 
permanency.  In  this  case,  as  in  the  one  preceding,  the  engi- 
neer must  have  constantly  in  mind  in  writing  the  specifications 
the  possibility  of  complying  with  them  with  some  kind  of  cheap 
product  which,  while  fulfilling  the  letter  of  the  requirements  of 
the  specifications,  would  not  be  at  all  what  he  hopes  to  obtain, 
or  what  would  be  consistent  with  the  more  standard  forms 
of  construction. 


ILLUSTRATIVE    SPECIFICATIONS    OF    VARIOUS 
ELEMENTARY  PORTIONS  OF  ENGI- 
NEERING WORK. 

121.  Scope  and  Purpose.  It  is  proposed  in  the  following 
articles  to  give  illustrative  examples  of  what  is  considered  good 
practice  in  describing  many  of  the  more  common  elements  of 
engineering  construction.  The  practice  oursued  in  discussing 
the  general  clauses  in  engineering  specifications,  of  first  con- 


122  ENGINEERING  SPECIFICATIONS. 

sidering  the  purpose  of  the  clause,  and  then  giving  an  illustra- 
tive example,  will  be  followed  here.  Frequently,  however, 
more  than  one  illustration  will  be  given,  and  the  sources  from 
which  they  are  obtained  will  also  be  indicated.  It  is  thought 
this  arrangement  will  serve  a  better  purpose  than  to  give  a  se- 
ries of  complete  specifications  of  various  kinds  of  engineering 
work,  without  a  detailed  discussion  of  the  several  clauses.  By 
the  arrangement  here  used  duplication  of  parts  is  avoided,  and 
the  reasons  for  the  particular  descriptions  can  be  given  in  their 
proper  connection.  These  reasons  will  perhaps  be  more  use- 
ful to  the  young  practitioner  than  the  particular  specifications 
themselves. 


SPECIFICATIONS  ON  EXCAVATIONS  AND  EM- 
BANKMENTS. 

122.  Earth  Work,  Excavation,  and  Grading.  A  specifica- 
tion for  excavation,  or  grading,  should  satisfactorily  cover  the 
following  ground : 

(a)  Location  and  general  description  of  the  work. 

(b)  As  full  a  description  of  the  character  of  the  materials 
to  be  excavated  as  can  be  furnished. 

(c)  A  classification  of  the  materials  which  will  be  employed, 
and  the  methods  of  measurement. 

(d)  A  description  of  the  lines  of  limits  of  excavation  and 
fill,  including  borrow  pits,  and  waste  banks. 

(e)  The  disposition  to  be  made  of  the  excavated  materials. 

(f)  The  distance  to  which  the  material  is  to  be  transported, 
commonly  included  under  the  general  head  of  "Haul." 

It  is  always  wise  for  the  engineer  to  determine  in  advance 
approximately  the  character  of  the  material  to  be  encountered 
and  to  give  to  the  contractor  the  benefit  of  such  information. 
It  is  not  wise,  however,  for  him  to  guarantee  the  quality  of  the 
material  to  be  as  indicated,  since  this  furnishes  to  the  contrac- 
tor grounds  for  claims  which  the  engineer  will  find  it  difficult 
to  adjust.  The  character  of  the  material  is  usually  learned 


SPECIFICATIONS  ON  EXCAVATIONS.  ETC.  123 

approximately  by  borings  along  the  line  of  the  work.  In  the 
case  of  railroad  work  it  is  not  customary  to  do  thist_but  from 
the  general  knowledge  of  the  geologic  formations,  the  various 
kinds  of  materials  can  be  fairly  anticipated. 

The  specifications  should  be  very  explicit  and  clear  beyond 
all  possibility  of  doubt  in  the  matter  of  grades  or  classification 
of  materials  to  be  encountered,  and  the  methods  which  will  be 
used  in  measuring  the  quantities.  Innumerable  difficulties  are 
constantly  arising  in  the  carrying  out  of  engineering  specifica- 
tions from  misunderstanding  on  these  points.  Materials  en- 
countered in  excavation  are  not  only  various  as  to  quality,  but 
all  gradations  are  found,  so  that  it  is  practically  impossible  to 
determine  where  one  classification  or  kind  of  material  ends  and 
another  begins.  In  fact  two  engineers  will  often  classify  the 
same  materials  differently  under  the  same  specifications,  and 
there  is  no  possibility  of  determining  such  questions,  except  by 
agreeing  to  abide  by  the  decision  of  the  engineer.  It  is  best 
not  to  have  too  many  classes  of  materials,  and  all  kinds  of  ma- 
terials are  usually  grouped  under  three  general  heads,  namely: 
Earth,  loose  rock,  and  solid  rock.* 

123.  Grading.  The  following  spec  'fications  for  railroad 
grading  are  used  by  the  Pennsylvania  raOroad : 

Under  this  head  will  be  included  all  excavations  and  em- 
bankments required  for  the  formation  of  the  roadbed;  cutting 
all  ditches  or  drains  about  or  contiguous  *o  the  road;  the 
foundations  of  culverts  and  bridges,  or  walls ;  <.h^  excavations 
and  embankments  necessary  for  reconstructing  turnpike  or 
common  roads,  in  cases  where  they  are  destroyed  or  interfered 
with  in  the  formation  of  the  railroad ;  and  all  other  excavations 
or  embankments  connected  with  or  incident  to  the  construction 
of  said  railroad. 

All  cuttings  shall  be  measured  in  the  excavations,  and  esti- 
mated by  the  cubic  yard,  under  the  following  heads,  viz: 
Earth,  Loose  Rock,  Solid  Rock. 

Earth — Will  include  clay,  sand,  loam,  gravel  and  all  other 
earthy  matter,  or  earth  containing  loose  stone  or  boulders  in- 
termixed, which  do  not  exceed  in  size  three  cubic  feet. 

1  In  the  specificatians  used  on  the  Chicago  Drainage  Canal  but  two  classes  of  mate- 
rials were  named  "Solid  rock"  and  "Glacial  drift."  Where  no  solid  rock  was  antici- 
pated, but  one  class  was  named,  and  this  was  called  "Excavation."  Sometimes  more 
than  three  classes  are  recognized  and  provided  for  when  the  grades  are  distinct  and 
well  marked. 


ENGINEERING  SPECIFICATIONS. 

Loose  Rock — Shall  include  all  stone  and  detached  rock  lying 
in  separate  and  contiguous  marses  containing  not  over  three 
cubic  yards ;  also,  all  slate  or  other  rock  that  can  be  quarried 
without  blasting,  although  blasting  may  be  occasionally  re- 
sorted to. 

Solid  Rock — Includes  all  rock  occurring  in  masses  exceed- 
ing three  cubic  yards,  which  cannot  be  removed  without 
blasting. 

The  roadbed  will  be  graded  twenty  feet  wide  in  earth  cut- 
tings and  fifteen  feet  in  fillings,  except  where  otherwise  di- 
rected by  the  engineer,  with  side  slopes  of  such  inclination  as 
the  engineer  shall  in  each  case  designate,  and  in  conformity  to 
such  depth  of  cuttings  and  fillings  as  may  have  been  or  may 
hereafter  be  determined  upon  by  said  engineer. 

Earth,  gravel  and  other  materials  taken  from  excavations 
(except  when  otherwise  directed  by  the  engineer),  shall  be 
deposited  in  embankments,  the  cost  of  removing  which  will  be 
included  in  the  price  paid  for  excavation.  All  material  neces- 
sarily procured  from  without  the  road  and  deposited  in  the 
Embankments  will  be  paid  for  as  excavation  only.  In  procur- 
ing materials  for  embankment  from  without  the  line  of  the 
road,  the  place  will  be  designated  by  the  engineer  in  charge  of 
the  work;  and  in  excavating  and  removing  it,  care  must  be 
taken  to  injure  or  disfigure  the  land  as  little  as  possible.  The 
embankments  will  be  formed  in  layers  of  such  depth  (generally 
one  foot),  and  the  materials  disposed  and  distributed  in  such 
manner  as  the  engineer  may  direct,  the  required  allowance  for 
settling  being  added. 

No  borrow  pits  will  be  opened  nearer  than  four  feet  from 
base  of  embankment  slope,  and  will  receive  same  slope  as  cor- 
responding embankment.  All  borrow  pits  will  be  excavated 
in  a  regular  manner  and  so  as  to  leave  no  holes  for  standing 
water,  generally  with  a  descent  at  bottom  to  allow  free  pass- 
age of  water. 

Wherever  the  excavations  furnish  more  material  than  is 
required  for  embankments,  the  surplus  will  be  used  to  ircrease 
width  of  embankment,  or  deposited  in  spoil  banks  or  waste 
piles,  as  and  where  the  chief  engineer  may  direct. 

The  roadbed,  in  cuts  and  on  banks,  to  be  made  in  a  work- 
manlike manner ;  to  be  perfectly  even  and  regular  according  to 
grade  stakes  as  set  from  time  to  time  by  the  engineer  in  charge, 
and  to  be  exactly  of  the  width  directed. 

All  slopes  to  be  formed  even  and  straight,  according  to  slope 
stakes,  and  to  such  incline  as  directed  in  each  case. 

All  ditches  in  cuts  or  along  banks  to  be  made  of  such  width 
and  grade  as  the  engineer  in  charge  may  direct. 

If  the  contractor  shall  make  excavations  or  embankments  in 


SPECIFICATIONS  ON  EXCAVATIONS,  ETC.  125 

excess  of  the  directed  width,  then  such  excess  shall  not  be 
paid  for. 

Over  culverts  and  behind  bridge  abutments  the  embank- 
ments shall  be  formed  carefully,  so  as  to  avoid  damage  to,  or 
bulging  of,  the  masonry.  Only  the  best  materials  will  be  used 
for  this  purpose,  the  same  to  be  deposited  in  layers  of  not  over 
ten  inches  thick.  The  contractor  to  be  responsible  for  any 
damage  to  the  masonry. 

Contractors,  when  directed  by  the  engineer  in  charge  of  the 
work,  will  deposit  on  the  side  of  the  road,  or  at  such  conven- 
ient point  as  may  be  designated,  any  stone  or  rock  that  they 
may  excavate ;  and  if,  in  so  doing,  they  should  deposit  material 
required  for  bank,  the  additional  cost,  if  any,  of  procuring 
other  materials  from  without  the  road  will  be  allowed.  All 
stone  or  rock  excavated  and  deposited  as  above  will  be  con- 
sidered the  property  of  the  railroad  company,  and  the  contrac- 
tors upon  the  respective  sections  will  be  responsible  for  its 
safe  keeping  until  removed  by  saM  company,  or  until  the  work 
is  finished. 

The  line  of  road,  or  the  gradients,  may  be  changed  if  the 
engineer  shall  consider  such  change  necessary  or  expedient; 
and  for  any  considerable  alterations,  the  injury  or  advantage 
to  the  contractor  will  be  estimated,  and  such  allowance  or  de- 
duction made  in  the  prices  as  the  engineer  may  deem  just  and 
equitable ;  but  no  claim  for  an  increase  in  prices  of  excavation 
or  embankment  on  the  part  of  the  contractor  will  be  allowed  or 
considered,  unless  made  in  writing  before  the  work  in  that 
part  of  the  section  where  the  alteration  has  been  made  shall 
have  been  commenced.  The  engineer  may  also,  on  the  con- 
ditions last  recited,  increase  or  diminish  the  length  of  any  sec- 
tion for  the  purpose  of  equalizing  or  balancing  the  excavations 
and  embankments. 

Whenever  the  route  of  the  railroad  is  traversed  by  public 
or  private  roads,  commodious  passing  places  must  be  kept  open 
and  in  safe  condition  for  use;  and  in  passing  through  farms 
the  contractor  must  also  keep  up  such  temporary  fences  as  will 
be  necessary  for  the  preservation  of  the  crops. 

The  above  specification  makes  no  provision  for  what  is  com- 
monly called  "haul."  By  "haul"  is  meant  an  additional  com- 
pensation for  carrying  the  excavated  material  beyond  a  certain 
limiting  distance.  Such  a  provision  usually  accompanies  a 
specification  for  excavation,  and  may  be  given  in  the  following 
language: 

The  price  paid  for  "excavation"  in  all  the  several  classes 
thereof  will  be  understood  to  cover  and  pay  for  the  entire 


126  ENGINEERING  SPECIFICATIONa 

expense  of  its  removal  by  any  method  whatever,  including 
loading,  unloading,  transportation  and  deposit  in  the  manner 
prescribed  in  these  specifications,  in  the  places  designated  by 
the  engineer,  provided  the  haul  of  the  material  so  transported 

does  not  exceed (  )  feet,  and  beyond  that  distance • 

per  cubic  yard  per  one  hundred  ( 100)  feet  will  be  allowed  and 
paid,  for  such  extra  haul,  in  addition  to  the  price  paid  for 
excavation. 

124.  Excavations  Under  Water.  Excavations  made  under 
water  are  usually  for  the  purpose  of  securing  a  channel  for 
the  passage  of  boats.  In  many  cases  the  character  of  the  mate- 
rial is  quite  various,  and  largely  unknown.  It  is  proper  for 
the  engineer  to  make  such  investigations  as  are  practicable  to 
discover  what  these  materials  are,  and  to  about  what  depth  the 
cutting  will  have  to  be  made,  and  to  give  the  contractor  the 
benefit  of  such  information.  It  would  not  be  well  for  him, 
however,  to  make  positive  statements  as  to  the  character  of  the 
material,  and  he  should  relieve  himself  in  the  specifications  of 
all  responsibility  for  the  information  given.  The  contractor 
on  the  other  hand  should  inform  himself  of  the  nature  of  the 
work  so  far  as  possible,  both  by  personal  examination,  and  by 
availing  himself  of  the  investigations  of  the  engineering  de- 
partment. The  following  paragraphs  concerning  excavations 
under  water  are  taken  from  the  standard  specifications  used  by 
Col.  O.  M.  Poe,  of  the  corps  of  engineers,  U.  S.  army. 

All  available  information  in  the  possession  of  the  United 
States  will  be  given  upon-  application.  The  United  States 
will  not  guarantee  the  correctness  of  its  information  and  will 
not  be  responsible  for  the  safety  of  the  employees,  plant  or 
materials  used  by  the  contractor,  nor  for  any  damage  done  by 
or  to  them  from  any  sorrce  or  any  cause.  Bidders  are  ex- 
pected to  satisfy  themselves  as  to  the  nature  of  the  work  to  be 
done,  and  it  will  be  assumed  that  proposals  are  based  upon  a 
thorough  understanding  of  its  character.  Intending  bidders 
are  urged  to  visit  the  localities  of  the  work,  and,  by  personal 
inspection  and  inquiry,  fully  inform  themselves  as  to  the 
present  and  probable  future  conditions.  Navigation  shall  not 
be  obstructed,  and  no  allowance  or  concession  will  be  made  for 
any  lack  of  information  on  the  part  of  the  contractor  regarding 
the  work.  The  price  bid  shall  be  full  compensation  for  fur- 
nishing all  necessary  labor,  materials,  and  appliances  of  every 
description,  and  for  doing  all  work  herein  specified  to  the  satis- 
faction of  the  engineer  officer  in  charge,  and  shall  include  all 


SPECIFICATIONS  ON  EXCAVATIONS,  ETC.  127 

risks  and  delays  of  whatever  nature  attending  the  execution 
of  the  work. 

The  work  comprises  the  improvement  of  two  shoals  in  St. 
Mary's  River,  Michigan,  above  the  canal.  The  upper  shoal 
lies  northwesterly,  and  the  lower  shoal  northeasterly  from  old 
Round  Island  Light  House. 

The  work  to  be  done  consists  in  excavating  a  channel  within 
the  side  and  end  lines  prescribed  by  the  United  States  agent  in 
charge,  said  channel  to  have  a  bottom  width  of  300  feet,  and  a 
total  length  of  about  3,000  feet,  the  estimated  excavation  being 
90,000  cubic  yards,  bank  measure,  more  or  less.  The  greatest 
distance  to  the  dumping  ground  will  not  exceed  two  miles,,  and 
the  average  distance  will  not  exceed  one  mile. 

The  material  to  be  removed  consists  of  boulders,  clay,  sand, 
gravel,  and  possibly  hard  pan,  all  in  unknown  proportions.1 

The  bottom  of  the  completed  cut  shall  be  in  a  plane  25.32 
feet  below  the  upper  surface  of  the  coping  of  the  lock  of  1881 
in  St.  Mary's  Falls  Canal,  the  face  of  excavation  probably 
varying  from  scraping  to  5  feet. 

No  payment  will  be  made  for  excavation  below  22  feet  depth 
of  water.  All  excavations  within  the  specified  side  slopes  and 
between  21  and  22  feet  depth  of  water  will  be  paid  for  at  half 
rates  in  the  final  estimates. 

Proposals  will  be  received  for  bank  measure  only.  For  the 
monthly  estimates  30  per  cent,  will  be  deducted  from  scow 
measurements,  but  the  total  of  the  estimates  made  for  the 
upper  shoal  will  never  exceed  the  total  of  the  estimates  made 
for  the  lower  shoal,  until  all  the  required  excavation  has  been 
finished  at  one  of  the  shoals,  and  an  equal  amount  of  excava- 
tion has  been  done  at  the  other.2  O.  M.  P. 

1  In  letting  this  work  all  materials  were  entered  in  one  class,  even  though  it  were 
aolid  rock.  In  this  particular  instance  no  solid  rock  was  anticipated,  and  hence  it  is 
not  mentioned  in  the  list  of  materials  to  be  encountered,  but  in  other  sections  solid  rock 
was  anticipated,  and  was  so  enfered  in  the  list  of  materials,  but  the  proportion  in  each 
class  was  left  for  the  contractor  to  estimate  as  best  he  could  from  the  investigations 
made  by  the  engineering  department,  and  such  additional  borings  as  he  might  make 
himself,  there  still  being  but  one  price  per  cubic  yard  for  all  materials.  The  responsi- 
bility of  the  contractor  in  this  connection  is  fully  denned,  however,  in  the  extract  given 
above. 

*  This  work  was  let  by  the  cubic  yard  as  measured  in  bank.  That  is,  from  soundings 
taken  both  before  and  after  the  excavation  between  the  side  lines  indicated  and  above 
the  depth  of  21  feet.  Material  excavated  below  the  depth  of  21  feet  and  above  the 
depth  of  28  feet  was  paid  for  at  half  rates.  Any  excavation  below  the  depth  of  22  feet 
was  not  paid  for  at  all.  Neither  were  the  excavations  made  outside  the  side  bound 
aries.  In  other  words,  the  material  was  paid  for  in  cut  as  it  would  be  described  in 
earthwork  out  of  water.  The  reason  for  requiring  the  work  on  one  shoal  to  be  fully 
completed  before  an  equivalent  sum  is  paid  for  the  other  is  to  insure  the  completion  of 
the  work.  If  a  small  amount  of  material  had  been  left  above  the  21-foot  line  in  various 
places,  the  excavation  of  these  scattered  portions  would  be  very  expensive  per  cubic 
yard,  and  if  the  contractor  had  already  received  the  major  part  of  his  compensation  it 
might  be  difficult  to  induce  him  to  finish  uo  the  work  properly. 


128  ENGINEERING  SPECIFICATION& 

125.  Specifications  for  Measuring  Quantities  Excavated 
Under  Water  by  Weight  and  Displacement.  The  following 
specification  is  taken  from  the  United  States  Engineer  Corps 
specifications  for  excavation  in  the  James  River,  and  they  illus- 
trate another  method  of  determining  amount  of  material  exca- 
vated. In  this  case  the  soundings  in  the  river  are  only  used 
for  determining  when  the  excavation  has  been  completed  to 
the  proper  depth,  and  to  prevent  excavation  beyond  a  limit  of 
over-depth : 

CLASSIFICATION. — Mud,  sand,  clay,  and  gravel,  under  the 
class  "earth  excavation"  will  include  those  materials,  however 
hard  or  compact  they  may  be,  the  gravel  to  include  pebbles  up 
to  three  inches  in  diameter.  "Cobble"  will  include  stones  up 
to  three  cubic  feet.  "Soft  rock"  will  include  any  rock  in  place 
which  can  be  removed  by  dredges  without  blasting,  although, 
for  economy  in  removal,  blasting  is  resorted  to,  and  will  in- 
clude the  disintegrated  rock  found  for  two  or  three  miles  below 
Richmond.  "Solid  rock"  will  include  rock  which  rings  under 
the  hammer,  boulders  measuring  over  three  cubic  feet,  and 
other  rock  which,  in  the  opinion  of  the  engineer  officer  in 
charge,  cannot  be  removed  without  blasting.  When  soft  and 
solid  rock  occur  together,  in  strata  or  otherwise,  the  amount 
of  each  will  be  ascertained  by  the  inspector  after  the  material 
is  placed  on  lighters.  Mixed  classes  of  material  must  be  sep- 
arated by  the  contractor,  at  his  expense,  for  measurement  by 
displacement  as  the  lighters  are  unloaded  at  the  place  of 
deposit. 

UNCLASSIFIED  ROCK. — In  place  of  bidding  on  soft  and  solid 
rock  separately,  an  alternate  bid  may  be  submitted  for  unclassi- 
fied rock,  which  will  include  all  material  described  in  these 
specifications  as  rock,  whether  soft  or  solid.  The  bid  will  be 
for  the  ton  of  2,000  pounds,  and  the  weight  will  be  ascertained 
by  displacement,  as  hereinafter  described.  The  bidder  on  this 
class  will  specify  a  price  for  extra  haul  per  ton  of  2,000 
pounds. 

Should  the  bid  for  unclassified  rock  be  accepted  on  any  sec- 
tion, the  price  per  ton  will  be  stated  in  the  contract  in  lieu  of 
those  for  soft  and  solid  rock.  On  such  section  the  contractor 
must  begin  the  excavation  of  areas  known  to  be  of  solid  rock 
in  part,  with  other  areas,  as  directed  by  the  engineer,  and  con- 
tinue their  excavation,  or  accept  an  equivalent  reservation  in 
tons,  according  to  the  relative  cost  of  excavating  soft  and  solid 
rock,  to  be  determined  by  the  engineer,  until  such  solid  rock 
excavation  is  made. 


SPECIFICATIONS  ON  EXCAVATIONS,  ETC.  120 

MEASUREMENT  OF  EXCAVATION. — All  materials  excavated 
in  the  two  and  a  half  miles  below  Richmond  and  at  Drewry 
Bluff  will  be  measured  on  deck  lighters  by  displacement  of 
water  taken  at  62  pounds  per  cubic  foot.  The  basis  of  meas- 
urement for  "solid  rock"  will  be  155  pounds  and  of  soft  rocl: 
1 20  pounds,  and  of  other  classes  120  pounds  per  cubic  foot, 
until  otherwise  ascertained  at  the  instance  of  either  the  engi- 
neer or  the  contractor.  These  "other  classes"  will  then  be 
loaded  on  deck  lighters  (with  gauges  attached)  whose  cubic 
feet  of  submergence  has  been  ascertained  for  each  tenth  of  a 
foot.  The  load  will  be  put  on  in  shape  suitable  for  accurate 
measurement  by  cross  sections,  at  the  expense  of  the  contrac- 
tor, and  in  such  manner  that  the  plane  of  submergence  will  be 
parallel  to  the  deck  of  the  lighter,  as  near  as  may  be.  The 
difference  in  cubic  feet  of  submerged  section,  light  and  loaded, 
at  62  pounds  to  the  cubic  foot,  will  be  considered  the  weight  of 
the  measured  load.  The  lighters  must  be  kept  bailed  out,  and 
will  be  considered  loaded  with  the  same  weight  when  afterward 
sunk  to  the  same  gauge  readings.  The  proportion  of  a  partial 
to  a  full  load  will  be  determined  by  the  ratio  of  the  displaced 
volumes  of  water. 

The  engineer  may  measure  the  displacement  of  empty 
lighters  at  his  discretion,  and  the  contractor  must  free  them 
from  water  at  his  own  expense  whenever  requested  by  the  in- 
spector for  the  purpose  of  determining  their  loads. 

DUMPING  LIGHTERS  will  not  be  allowed  in  transporting 
materials  excavated  at  Drewry  Bluff  or  above,  but  can  be  used 
for  material  excavated  at  Harrison's  Bar  and  Goose  Hill  Flats. 

Where  dumping  lighters  are  used,  measurements  will  be 
made  by  the  capacity  of  the  pockets. 

DECISION  AS  TO  QUANTITIES. — The  duty  of  determining  the 
quantity  of  material  carried  in  or  on  lighters  will  be  performed 
by  inspectors  appointed  by  the  engineer  in  charge,  and  the  de- 
cision of  such  inspectors,  acting  under  the  orders  of  the  engi- 
neer, as  to  the  amount  of  material  excavated  and  removed,  as 
well  as  to  its  place  and  manner  of  deposit,  shall  be  final  and 
without  appeal  on  the  part  of  the  contractor. 

OVER-DEPTH. — No  allowance  will  be  made  for  dredging 
more  than  tw.elve  inches  below  the  required  depth  or  outside 
the  limits  of  the  channel  as  marked  by  stakes  or  ranges,  unless 
such  additional  depth  is  necessary  to  break  up  strata  of  rock  or 
cemented  earth.  Increased  depth  will  be  allowed  in  such  cases 
if  authorized  by  the  inspector,  acting  under  the  direction  of  the 
engineer.  If  a  deficiency  in  depth  is  found  the  contractor 
m"^  re-excavate  the  bottom  until  the  required  depth  is  ob- 
tainea. 
9 


130  ENGINEERING  SPECIFICATIONS. 

DUMPING. — Excavated  material  will  be  the  property  of  the 
United  States  and  be  disposed  of  strictly  in  accordance  with 
instructions  from  the  inspector.  W.  P.  C. 

126.  Specifications  for  an  Earthen  Darn.  The  following 
specification  for  an  earthen  dam  across  a  stream  for  a  storage 
reservoir  for  irrigation  purposes  is  a  fair  illustration  of  a 
method  of  writing  the  specifications  for  such  a  purpose.  It  is 
sufficiently  elastic  to  allow  the  engineer  great  discretion  in  the 
matter  of  adapting  the  methods  to  the  particular  material  en- 
countered, while  at  the  same  time  it  gives  to  the  contractor  a 
fair  idea  as  to  the  amount  of  work  which  will  be  required  of 
him,  and  therefore  as  to  its  approximate  cost.  This  is  really 
all  he  cares  to  know  at  the  time  he  makes  his  bid. 

The  object  in  the  mind  of  the  engineer  in  writing  this 
specification  was  to  make  as  impervious  a  dam  as  possible  with 
the  materials  which  were  known  to  exist  in  the  immediate 
vicinity,  without  making  the  cost  extravagant.  The  earthwork 
was  well  insured  against  overflow  by  having  a  very  long  spill- 
way across  the  dividing  ridge  between  this  and  an  adjacent 
drainage  basin  some  distance  above  the  dam. 

SPECIFICATION  FOR  AN  EARTHEN  DAM. — After  the  work 
has  been  staked  out,  the  top  soil  and  all  vegetable  matter  shall 
be  wholly  removed  from  the  area  of  the  work.  This  area  shall 
be  cleared  to  the  satisfaction  of  the  engineer,  and  no  allowance 
will  be  made  therefor.  The  material  removed,  which  is  suffi- 
ciently free  from  vegetable  matter,  may  afterwards  be  used  for 
building  the  outer  toe  of  the  dam. 

The  sides  of  the  valley  shall  be  terraced  or  stepped  with 
risers  one  foot  high,  over  the  whole  area  of  contact  with  the 
dam.  These  terraces  shall  also  have  offsets  horizontally  as 
shown  in  the  sketch.  They  shall  be  cut  to  the  depth  indicated 
by  the  engineer,  and  the  material  excavated  will  be  paid  for  as 
excavation. 

A  trench  shall  be  opened  from  the  surface  to  and  into  the 
gravel  stratum,  of  the  dimensions  as  shown  on* the  drawings, 
being  about  16  feet  wide  at  the  surface,  and  about  6  feet  wide 
at  the  bottom.  This  trench  extends  the  entire  length  of  the 
dam  and  up  to  the  side  slopes ;  it  extends  to  the  rock  after  the 
gravel  stratum  is  passed.  This  work  will  be  paid  for  as  exca- 
vation. 

A  puddle  core  wall  extends  the  whole  length  of  the  dam, 
being  6  feet  wide  at  the  bottom  of  the  trench,  which  averages 


SPECIFICATIONS  ON  EXCAVATIONS,  ETG  131 

about  20  feet  below  the  surface  of  the  ground,  averages  about 
1 6  feet  wide  at  the  surface  of  the  ground,  and  is  6  feet  wide  at 
a  point  4  feet  below  the  top  of  the  dam. 

This  puddle  core  is  to  be  a  mixture  of  clay  and  the  gravelly 
sand  such  as  found  in  the  gravel  stratum  (all  of  the  gravel  to 
be  such  as  will  pass  through  a  2  inch  ring),  in  about  equal  pro- 
portions. These  two  kinds  of  materials  will  be  spread  in 
alternate  courses  about  3  inches  thick.  The  clay  courses  will 
be  harrowed  sufficiently  to  pulverize  the  hard  clods,  using  a 
disc  harrow,  or  such  other  machine  as  may  be  satisfactory  to 
the  engineer.  A  gravel  course  will  then  be  laid  and  this  har- 
rowed until  it  is  thoroughly  incorporated  and  mixed  with  the 
clay.  It  shall  then  be  wet  down  and  allowed  to  stand  until  it 
is  in  a  proper  condition  for  compacting,  when  it  shall  be  rolled 
thoroughly,  to  the  satisfaction  of  the  engineer,  with  a  grooved 
roller  weighing  not  less  than  150  pounds  to  the  lineal  inch 
along  the  axis  of  the  roller. 

On  this  shall  then  be  laid  another  3  inch  layer  of  clay,  which 
shall  be  pulverized  by  harrowing,  to  be  followed  by  a  3  inch 
layer  of  gravel,  harrowed,  wet  down  and  rolled,  as  before  de- 
scribed, and  so  on.  If,  in  the  opinion  of  the  engineer,  it  is 
deemed  advisable,  or  desirable,  the  clay  for  the  puddle  shall  be 
pulverized  dry  before  it  is  spread  on  the  dam. 

The  above  describes,  in  a  general  way,  the  amount  of  work 
which  will  be  required  to  be  done  on  the  puddle  core  of  the 
dam,  but  the  particular  operations  ar.e  made  subject  to  any 
changes  which  the  engineer  may  choose  to  make,  in  the  inter- 
est of  a  more  effectual  mixing  or  compacting  of  the  materials. 
The  general  drawings  show  the  probable  depth  to  which  the 
puddle  wall  will  be  carried,  but  the  depth  shown  is  not  to  be 
considered  as  exact  nor  final,  as  it  may  be  varied  according  to 
the  character  of  the  ground  developed  by  the  excavation. 

All  that  part  of  the  dam  on  the  up-stream  side  of  the  core 
wall  shall  be  made  of  such  clay  material  as  the  engineer  may 
select  from  that  overlying  the  gravel  stratum  in  the  immediate 
vicinity  below  the  dam.  It  is  thought  that  at  least  half  of  this 
overlying  clay  is  suitable  for  this  purpose.  It  shall  be  thor- 
oughly incorporated  with  the  upper  clay  underlying  the  dam  by 
first  plowing  up  the  surface,  after  the  top  soil  has  been  re- 
moved, and  rolling  down  again  as  described  below.  This 
plowed  upper  surface,  and  also  the  clay  fill,  shall  be  pulverized 
in  courses  not  over  6  inches  thick,  by  harrowing  or  rolling,  or 
both,  before  wetting  down.  It  shall  then  be  wet  down  thor- 
oughly and  allowed  to  stand  until  it  is  in  a  proper  condition  for 
most  effectual  compacting.  It  shall  then  be  rolled  to  the  satis- 
faction of  the  engineer,  and  in  accordance  with  his  directions, 


132  ENGINEERING  SPECIFICATIONS. 

with  a  grooved  roller  weighing  not  less  than  150  pounds  per 
lineal  inch  of  roller,  measured  along  its  axis. 

All  that  part  of  the  dam  below  the  puddle  core  wall  shall 
be  rilled  with  the  surface  clay  in  the  immediate  locality  below 
the  dam.  It  shall  be  laid  in  courses  not  over  6  inches  in 
thickness,  harrowed  and  rolled  dry  to  the  satisfaction  of  the 
engineer.  It  is  the  intention  to  make  as  compact  a  mass  of  this 
portion  as  possible  without  wetting  down.  J.  &  F. 

127.  Specifications  for  Coffer-Dams.  The  following  speci- 
fication for  the  construction  of  coffer-dams,  and  for  the  meth- 
ods of  paying  for  the  same  is  taken  from  a  recent  United 
States  Engineer  Corps  specification  for  the  building  of  a  navi- 
gation lock  and  dam  on  the  Great  Kanawha  River,  West  Vir- 
ginia. It  illustrates  how  such  specifications  may  be  drawn  and 
the  work  paid  for  in  an  equitable  maimer,  and  how  bids  may 
be  made  up  upon  such  work  without  assuming  extraordinary 
risk,  and  without  knowing  much  of  the  nature  of  the  material 
to  be  excavated  or  of  the  depths  to  which  the  construction  will 
extend : 

How  Built. — The  coffer-dams  will  be  built  as  shown  gen- 
erally by  the  drawings  exhibited  and  as  directed  by  the  engi- 
neer. They  will  be  formed  of  cribs  sunk  to  hard  pan,  sheathed 
with  plank  and  filled  with  heavy-dredged  river-bed  material 
not  liable  to  wash.  They  will  be  thoroughly  banked  on  the 
outside  with  clay  puddling,  or  like  material,  of  quality  and 
quantity  to  make  them  sufficiently  water-tight  to  be  pumped 
out.  The  crib-filling  and  the  banking  outside  will  be  pro- 
tected to  such  an  extent,  as  directed,  by  a  top  layer  of  loose 
stone. 

As  the  work  within  the  different  sections  of  the  coffer-dams 
for  the  dam  is  finished,  the  ends  of  the  next  section  of  coffer 
will,  when  required,  be  made  of  square  sawed  timber,  rods,  up- 
right plank  and  puddle,  built  across  and  near  the  end  of  the 
finished  part.  Similar  timber  and  plank  bulkheads  will,  also, 
if  ordered,  be  built  by  the  contractor  between  the  coffer-dam 
for  the  lock  and  the  lock  wall,  to  form  part  of  the  first  section 
of  coffer-dam  for  the  navigation  pass  and  elsewhere  in  making 
coffer  connections  as  the  engineer  may  require. 

How  Paid  For. — The  United  States  will  pay  the  contractor 
for  the  dredging  and  excavation  for  the  site  of  the  coffer-dams 
his  contract  price  for  "excavation."  For  logs  and  sheathing 
used,  he  will  be  paid  his  contract  prices  for  "crib-logs  in  coffer- 
dam" and  "sheathing."  For  material  used  to  fill  the  coffer- 
dam cribs,  he  will  be  paid  his  contract  price  for  "coffer-dam 


SPECIFICATIONS  ON  EXCAVATIONS,  ETC.  133 

filling."  The  plank  and  sawed  timber  used  in  the  coffer-ends 
or  bulkheads  will  be  paid  for  as  "sheathing,"  and  the  puddle 
in  same  as  "coffer-dam  filling."  It  is  understood  that  all  la- 
bor, all  banking,  puddling  and  stone  used  on  the  outside  of  the 
cribs,  the  spikes  and  bolts  and  all  material  not  mentioned,  re- 
quired in  the  construction  of  the  coffer-dams,  shall  be  fur- 
nished by  the  contractor  without  cost  to  the  United  States. 
The  coffer  dams  must  be  promptly  banked  to  full  height.  No 
payment  will  be  made  for.  logs  or  filling  above  the  level  of  the 
top  of  the  lowest  part  of  unfinished  banking.  No  payment 
will  be  made  for  any  coffer-dam  materials  carried  off  by  the 
river  or  lost  in  any  manner  during  construction.  All  repairs 
to  the  coffer-dams  or  their  adjuncts  must  be  borne  by  the  con- 
tractor. 

Removal. — The  contractor  will  be  required  to  remove  the 
coffer-dams  and  their  belongings  at  his  own  cost.  The  time 
and  manner  of  the  removal  of  tlie  coffer-dams,  or  any  parts  of 
them,  and  the  place  to  deposit  the  materials,  to  be  prescribed 
by  the  engineer. 

Ownership. — It  is  understood  and  agreed  that  the  payments 
for  excavation,  logs,  sheathing  and  filling,  as  provided  for 
above,  shall  cover  the  entire  cost  of  the  coffer-dams  to  the 
United  States,  and  by  virtue  thereof  they  shall  become  the 
property  of  the  United  States,  in  case  of  the  failure  or  annul- 
ment of  this  contract. 

Dredges  and  Pumps. — In  building  the  coffer-dams  the  con- 
tractor will  be  required  to  employ,  at  the  same  time,  not  less 
than  two  suitable  steam  dredges  at  excavating  and  filling;  and 
for  pumping  the  coffer-dams  he  must  keep  at  least  three  good 
sufficient  pumping  outfits,  with  pumps,  engines  and  boats  com- 
plete, in,  or  always  ready  for,  operation.  The  dredges  must 
be  equipped  to  do  effective  work  to  a  depth  of  28  feet. 

W.  P.  C. 

128.  Specifications  for  Protective  Work.  It  is  customary 
for  engineers  to  require  the  contractor  to  protect  his  work  from 
all  causes,  such  as  landslides,  rainfall,  floods,  ground  water, 
quicksand,  etc.,  without  any  special  compensation  therefor.  In 
all  such  cases  the  contractor,  of  course,  will  build  his  tempo- 
rary protective  works  as  cheaply  as  possible,  and  often  will  not 
provide  that  degree  of  protection  which  the  engineer  may 
think  is  necessary  and  wise.  A  fair  division  of  the  responsi- 
bility and  cost  of  such  protective  works  between  the  contractor 
and  the  owner  is  therefore  desirable,  and  the  following  specifi- 
cations taken  from  those  used  on  the  new  Croton  Dam  of  New 


134:  ENGINEERING  SPECIFICATIONS. 

York  city,  in  1892,  are  offered  as  a  very  excellent  solution  of 
this  problem. 

It  will  be  noted  that  the  cost  of  such  protective  works  as 
the  engineer  might  consider  necessary  is  to  be  paid  for  by  the 
city  at  the  rtandard  prices  per  unit  of  measure  named  in  the 
bid,  and  the  engineer  is  given  control  of  the  design  and  general 
character  of  such  works.  The  responsibility  for  the  efficient 
execution  of  such  works,  however,  is  made  to  rest  upon  the 
contractor  by  holding  him  responsible  for  all  damages  caused 
by  their  inefficiency,  except  in  one  instance  of  an  unpre- 
cedented flood  in  the  Croton  river,  in  which  particular  case 
the  damages  are  to  be  duly  appraised  and  paid  for  by  the  city. 

It  will  also  be  noted  that  the  taking  care  of  trie  ground 
water  by, pumping,  rests  wholly  upon  the  contractor  without 
special  compensation. 

The  contractor  shall  do  all  other  work  needed  to  protect  his 
work  from  water;  he  shall  erect  all  temporary  dams,  coffer- 
dams, sheet  piling  and  other  devices,  take  care  of  the  river, 
and  shall  be  responsible  for  all  damage  that  may  be  caused  by 
the  action  of  water,  whether  from  negligence  or  any  other 
cause.  Such  damage  is  to  be  repaired,  and  the  work  must  be 
restored  and  maintained  at  his  cost. 

All  earth  and  rock  excavation,  masonry,  timber  and  other 
work,  temporary  or  permanent,  for  the  purpose  of  protecting 
the  work  from  the  river,  provided  that  they  are  ordered  'or 
approved  by  the  engineer,  are  to  be  paid  for  at  the  prices  stip- 
ulated in  this  contract.  All  work  of  this  character  is  to  be 
removed  by  the  contractor  at  his  own  expense,  if  so  ordered 
by  the  engineer. 

The  responsibility  of  the  contractor  as  to  damage  caused  by 
the  inefficiency  of  the  protective  work  shall  cease,  however, 
if  such  damage  is  caused  by  the  river  at  a  time  when  the  flow 
of  the  river  attains  such  volume  as  will  cause  it  to  rise  to  a 
height  of  more  than  eighty-one  inches  above  the  stone  crest  of 
the  present  Croton  dam,  such  height  being  the  greatest 
recorded  by  the  city  authorities. 

Such  damage  as  may  be  caused  under  the  circumstances  just 
stated  shall  be  repaired  by  the  contractor  as  soon  as  practicable, 
under  the  direction  of  the  engineer,  who  shall  appraise  the 
cost  of  such  work  of  repairs,  and  the  amount  of  the  same  shall 
be  paid  to  the  contractor  on  the  certificate  of  the  engineer  that 
^he  work  has  been  completed  to  his  satisfaction;  and,  after 


SPECIFIC ATIONS  ON  EXCAVATIONS,  ETC.  135 

such  certificate  shall  have  been  issued,  the  contractor  shall 
again  become  responsible  for  all  damage  that  may  be  caused 
by  the  action  of  the  water,  in  the  same  manner  as  is  specified 
above. 

If  such  appraisal  of  the  engineer  is  not  satisfactory  to  the 
contractor,  the  said  contractor  shall  so  state  in  writing  to  the 
aqueduct  commissioners,  and,  thereupon,  a  board  of  arbitra- 
tion, composed,  first,  of  the  chief  engineer,  or  of  such  other 
person  that  the  aqueduct  commissioners  may  designate ;  second, 
of  a  person  selected  by  the  contractor ;  third,  of  another  person 
to  be  designated  by  the  other  two,  shall  proceed  to  appraise  the 
cost  of  such  damage,  and  their  decision  shall  be  final  and  bind- 
ing on  both  parties,  provided  it  is  the  unanimous  decision  of 
the  three  members  of  the  said  board ;  but  if  the  said  decision 
is  not  unanimous,  the  appraisal  of  the  chief  engineer  shall 
stand  and  become  final  and  binding  to  both  parties.1  And,  on 
the  certificate  of  the  aqueduct  commissioners  that  the  said  ap- 
praisal has  been  made  in  accordance  with  the  stipulations  of 
this  agreement,  the  amount  of  said  appraisal  shall  be  paid  to 
the  contractor.  And  the  said  appraisal,  whether  made  by  the 
chief  engineer  or  by  the  said  board  of  arbitration,  shall  include 
only  the  cost  of  the  actual  work  done  to  repair  the  damage, 
and  shall  not  include  any  alleged  loss  of  profit  or  other  loss 
due  to  the  delay  caused  by  such  repairs,  but  an  extension  of 
time  shall  be  granted  to  the  contractor  for  the  performance  of 
his  contract,  equivalent,  in  the  opinion  of  the  engineer,  to  the 
loss  of  time  due  to  the  interruption  of  the  operations  of  con- 
struction on  account  of  the  said  work  of  repairs. 

The  contractor  is  to  do  all  the  draining  and  pumping  which 
shall  be  necessary  for  keeping  the  work  free  from  water,  and  if 
at  any  time  the  engineer  is  of  the  opinion  that,  in  order  to 
maintain  the  slopes  and  sides  of  the  excavations  in  proper 
order,  it  is  necessary  to  remove  the  water  from  the  ground  out- 
side of  the  limits  ot  the  excavations,  the  contractor  shall,  at  his 
request,  sink  the  necessary  pipes  or  wells  to  intercept  the  water, 
and  place,  maintain  and  work  such  pumping  or  other  exhaust- 
ing apparatus  as  shall  be  sufficient  to  properly  maintain  the 
said  slopes  and  sides. 

The  cost  of  furnishing  the  necessary  appliances  and  machin- 
ery, of  working  them,  and  of  doing  all  the  work  connected 
with  draining  and  pumping  operations,  is  to  be  included  in  the 
prices  bid  for  the  various  kinds  of  work  which  the  draining  and 
pumping  operations  are  intended  to  protect.  A.  F. 

1  Thtq  Is  a  new  departure  in  arbitration  proceedings,  but  it  has  many  things  to  rec- 
ommend it.-  AUTHOR. 


136  ENGINEERING  SPECIFICATIONS. 

SPECIFICATIONS  FOR  CEMENT  MORTAR,  CON- 
CRETE, AND  MASONRY. 

(For  U.  S.  Engr.  Corps  Specifications,  see  Appendix  B.,  page  515.) 

129.  Cement  Mortar.1  There  are  in  general  two  kinds  of 
ement  in  common  use  in  America,  namely,  Portland  or  artifi- 
ial  cement  and  natural  cement.  Portland  cement  is  an  artifi- 
cial mixture  of  lime  and  clay  properly  burned  and  ground. 
Natural  cement  is  made  by  burning  the  natural  rock  which 
contains  approximately  the  proper  ingredients,  and  grinding 
the  calcined  product.  Portland  cements  are  known  by  their 
various  manufacturer's  names  or  brands,  and  are  mostly  im- 
ported from  Germany,  France  and  England.  Recently  a  num- 
ber of  manufactories  have  been  established  in  America.  Nat- 
ural cements  are  usually  known  under  a  geographical  name,  in- 
dicating their  place  of  manufacture,  as  Rosendale  cement,  made 
on  the  Hudson  river;  Louisville  cement,  made  on  the  Ohio 
river  in  the  vicinity  of  Louisville ;  Utica  cement,  made  at  Utica 
in  the  northern  part  of  the  state  of  Illinois ;  Milwaukee  cement, 
etc.  In  general  the  Portland  cement  costs  about  three  times  as 
much  as  the  natural  cements  and  it  has  three  or  four  times  the 
strength  of  these.  It  is  common  to  require  a  tensile  strength 
of  from  300  to  400  pounds  per  square  inch  for  Portland  ce- 
ments, which  have  hardened  one  day  in  the  air  and  six  days 
in  water,  and  about  100  pounds  per  square  inch  tensile  strength 
for  natural  cements,  similarly  treated.  The  Louisville  cement 
is  quick  setting,  and  a  very  fair  test  may  be  obtained  of  its 
strength  in  twenty-four  hours,  in  which  case  a  tensile  strength 
of  from  60  to  80  pounds  per  square  inch  may  be  specified,  the 
briquettes  being  allowed  to  remain  one  hour  in  the  air,  and 
twenty-three  hours  in  water. 

1  The  reader  is  referred  to  the  author's  work  on  The  Materials  of  Construction 
(J.  Wiley  &  Sons,  New  York),  for  an  extended  description  of  the  methods  of  manu- 
facture of  the  different  kinds  of  cement,  the  theory  of  their  setting  and  hardening,  th* 
standard  methods  of  testing  cements  and  mortars  in  this  and  in  other  countries,  and 
various  proposed  improvements  in  these  methods.  The  manufacture  of  Portland 
cement  has  increased  so  rapidly  in  America  within  the  last  few  years  that  it  would 
seem  we  would  soon  be  able  to  make  all  we  require.  The  quality  of  the  American 
cement  is  also  fully  up  to  that  of  the  best  foreign  brands. 


SPECIFICATIONS  FOR  CEMENT  MORTAR,  ETC,          137 

The  strength  of  cement  and  cement  mortar  depends  greatly 
on  the  fineness  of  the  cement.  This  is  usually  tested  by  pass- 
ing it  through  a  sieve  of  from  50  to  100  meshes  per  lineal  inch, 
having  from  2,50x3  to  10,000  meshes  per  square  inch.  The  100 
mesh  sieve  is  much  to  be  preferred,  and  is  usually  specified  in 
the  case  of  Portland  cement,  since  probably  only  the  particles 
which  would  pass  through  such  a  sieve  are  really  efficient  or 
active  in  the  process  of  hardening,  the  coarser  parts  being  inert, 
or  as  so  much  sand.1 

A  cement  mortar  is  a  thorough  mixture  of  sand  with  cement, 
first  in  a  dry  state,  usually  in  the  proportion  of  one  of  cement 
to  two  of  sand  by  measure,  with  natural  cements,  and  one  of 
cement  to  three  or  four  of  sand  when  Portland  cement  is  used. 
After  these  ingredients  have  been  effectually  mixed,  sufficient 
water  is  added  to  reduce  the  composition  to  the  desired  con- 
sistency. It  is  important  that  the  sand  should  be  clean,  c :  free 
from  all  earthy  ingredients.  It  is  common  also  to  specify  that 
it  shall  be  sharp;  that  is  to  say,  the  grains  should  not  be  too 
much  rounded.  Ocean  beach  sand  is  apt  to  be  very  much 
worn,  and  not  sharp  in  this  sense.  River  or  bank  sand  is 
usually  preferred  on  this  account.  . 

In  specifying  the  proportions  of  sand  and  cement  to  be  used 
in  making  up  a  cement  mortar,  it  is  customary  simply  to  name 
so  many  parts  of  sand  to  one  part  of  cement,  by  measure.  It 
would,  as  a  rule,  be  inconvenient  to  determine  this  ratio  by 
weight,  but  a  determination  by  measure  is  subject  to  serious 
objections.  For  instance,  a  barrel  or  original  package  of  ce- 
ment, when  dumped  or  turned  out  upon  a  mixing  platform  in 
a  loose  and  fluflfy  condition  will  have  nearly  50  per  cent,  more 
volume  than  it  had  in  the  original  package.  It  is  necessary, 
therefore,  in  order  that  the  meaning  of  the  specifications  shall 
be  clear,  to  indicate  whether  the  proportions  by  volume  shall 
be  taken  with  the  cement  in  the  original  package,  or  in  a  loose 
state,  after  having  been  emptied  from  such  package.  It  is  per- 
haps more  convenient  to  measure  the  cement  after  it  has  been 
emptied  from  the  original  package.  In  any  case  the  engineer 

1  It  is  now  known  (1898;  that  only  those  particles  of  cement  which  are  impalpable 
dust,  and  finer  than  can  be  tested  by  any  sieve,  are  the  active  portions  in  the  process 
\f  hardening.  The  grains  of  sensible  size  simply  serve  as  so  much  sand. 


138  ENGINEERING  SPECIFICATIONS. 

should  decide  which  method  he  proposes  to  adopt,  and  reveal 
this  decision  in  the  specifications  themselves.  It  is  not  suffi- 
cient to  say  that  one  barrel  of  cement  shall  be  used  for  so  many 
barrels  of  sand,  thinking  thus  to  have  the  cement  measured  in 
the  original  package,  since  American  cement  is  commonly  de- 
livered in  sacks,  and  to  get  it  into  a  barrel  it  would  require  the 
measurement  of  the  cement  in  a  loose  condition.  One  barrel  or 
four  bags  of  cement  may  be  taken  as  equal  to  four  cubic  feet 
in  volume.  The  following  specification  for  the  making  of  ce- 
ment mortar  is  satisfactory  in  every  respect,  except  that  it  does 
not  indicate  whether  the  cement  is  to  be  measured  in  the  origi- 
nal package,  or  in  a  loose  condition : 

Mortar  shall  be  composed  of  one  measure  of  cement  and  two 
measures  of  sand,  and  shall  be  mixed  on  a  tight  platform  as 
follows :  One  measure  of  sand  shall  be  evenly  distributed  on 
the  platform ;  and  one  measure  of  cement  shall  be  distributed  on 
the  sand,  and  a  second  measure  of  sand  shall  be  distributed  on 
the  cement.  The  sand  and  :ement  shall  then  be  thoroughly 
mixed  in  a  dry  state,  being  turned  over  with  shovels  until  this 
is  accomplished.  Water  shall  then  be  added  in  a  sufficient 
quantity  to  convert  the  sand  and  cement  into  a  mortar  which 
will  stand  in  a  pile  and  not  be  fluid  enough  to  flow.  During 
the  application  of  the  water  the  mass  must  be  constantly  turned 
with  shovels,  so  that  the  mortar  will  be  of  uniform  consistency. 

O.  B. 

For  determining  proportions  of  cement  and  sand  the  follow- 
ing specifications  of  the  Boston  waterworks  is  recommended : 

In  preparing  mortar  and  concrete,  the  cement,  sand  and  stone 
.shall  be  mixed  in  the  proportions  by  volume  herein  specified. 
The  cement  shall  be  measured  when  so  compacted  that  300 
pounds  of  dry  natural  cement  or  380  pounds  of  dry  Portland 
cement  have  a  volume  of  3.6  cubic  feet.  The  sand  and  stone 
shall  be  measured  when  not  packed  more  closely  than  by  throw- 
ing them  in  the  usual  way  into  a  barrel  or  box. 

130.  Cement  Concrete.1  Cement  concrete  is  usually  com- 
posed of  cement  mortar  as  described  in  the  previous  article, 
mixed  with  broken  stone.  It  may,  however,  be  composed  of 
cement  mortar  mixed  with  gravel.  If  gravel  can  be  procured 
free  from  earthy  matter,  varying  in  size  from  coarse  sand  to 

1  For  complete  specifications  for  a  Concrete  and  Steel  Bridge,  by  Edwin  Thatcher,. 
Tee  Engineering  News,  September  21, 1899,  p.  184 


SPECIFICATIONS  FOR  CEMENT  MORTAR,  ETC.          139 

stones  not  more  than  about  two  inches  in  diameter,  it  would 
serve  a  better  purpose  in  the  manufacture  of  concrete  than  does 
broken  stone.  Experiments  have  shown  also,  that  when  stone 
is  broken  in  a  stone  crusher  and  not  screened,  so  that  all  the 
finer  parts  remain  in,  including  the  stone  dust,  a  stronger  con- 
crete results  than  with  the  use  of  the  same  quantity  of  screened 
stone. 

The  ideal  cement  concrete  is  such  a  mixture  of  material  of 
graded  size,  from  the  largest  used  down  to  the  finest  sand,  as 
will  make  a  nearly  solid  mass,  when  properly  mixed.  This 
may  then  be  solidified  by  uniting  with  it  such  an  amount  of 
finely  ground  cement  as  will  serve  to  completely  coat  each  and 
every  particle  of  sand,  gravel,  or  stone,  and  fill  the  small  voids 
remaining  after  the  graded  materials  have  been  thoroughly  and 
uniformly  mixed.  Since  crushed  rock  is  always  angular  it  will 
be  often  impossible  to  make  as  solid  a  concrete  mass  with  it  as 
can  be  made  by  the  use  of  gravel.  When  gravel  is  used  it  is 
best  to  have  it  screened  to  a  series  of  regularly  graded  sizes, 
and  then  such  proportions  of  each  successive  smaller  size  used 
as  will  serve  to  fill  the  voids  in  the  larger  size.  The  cement 
finally  fills  the  voids  between  the  small  sand  grains. 

The  sand  and  cement  should  always  be  very  thoroughly 
mixed  dry,  then  the  coarser  material  should  be  thoroughly  wet 
and  the  excess  of  water  drained  off,  after  which  the  mixed  sand 
and  cement  should  be  incorporated  with  the  moistened  gravel 
or  rock,  and  a  sufficient  amount  of  water  added  while  the  mix- 
ing is  in  progress  as  will  reduce  the  entire  mass  to  the  proper 
consistency.  The  most  effectual  mixing  can  be  done  by  ma- 
chinery, but  it  is  more  commonly  done  by  hand.  Perhaps  the 
best  cement  mixer  is  a  cubical  box  mounted  on  trunions  at  its 
diagonally  opposite  corners  into  which  the  proper  proportions 
of  the  constituent  parts,  including  the  water,  are  placed  and 
the  whole  given  a  certain  number  of  revolutions.  There  are 
various  kinds  of  continuous  mixtures  into  which  the  proper 
proportions  of  the  several  ingredients  are  thrown  somewhat  at 
random,  and  from  which  the  concrete  is  supposed  to  continu- 
ously fall  upon  the  work  in  a  properly  mixed  condition.  This 


140  ENGINEERING  SPECIFICATIONS. 

method  is  probably  fully  equal  to  hand  mixing,  but  is  not  as 
satisfactory  as  the  use  of  the  cubical  box  above  described. 

Concrete  should  always  be  laid  in  courses  of  from  six  to 
nine  inches  in  depth,  and  thoroughly  rammed  in  place  in  order 
to  compact  it  effectually.  If  several  courses  are  to  be  laid  in 
order  to  obtain  the  required  depth  of  concrete,  one  course 
should  follow  another  as  rapidly  as  possible,  in  order  that  they 
may  become  effectually  joined,  and  form  finally  one  monolithic 
mass.  The  amount  of  water  should  be  just  sufficient  to  cause 
it  to  Hush  to  the  surface  by  hard  ramming.  When  the  work 
is  interrupted  at  the  end  of  a  day,  and  other  courses  of  con- 
crete are  to  be  laid  the  following  day,  and  especially  when 
Sunday  intervenes,  the  top  of  the  concrete  should  be  covered 
and  kept  v/et,  and  when  the  next  course  is  laid  the  top  surface 
of  the  former  should  be  thoroughly  water-soaked,  and  all 
earthy  matter  removed  from  it. 

Masonry  or  other  heavy  weights  should  not  be  laid  upon  con- 
crete until  it  has  been  allowed  to  harden,  usually  as  much  as 
twenty-four  hours.  In  the  case  of  quick  setting  natural  ce- 
ments, however,  twelve  hours  may  be  sufficient. 

Since  successive  freezing  and  thawing  will  prevent  the  ulti- 
mate hardening  of  cement  mortar,  it  is  customary  to  prescribe 
that  no  masonry  or  concrete  in  which  cement  mortar  is  em- 
ployed shall  be  laid  in  freezing  weather.  It  is  a  well  estab- 
lished fact,  however,  that  Portland  cement  mortar  is  not  in- 
jured by  freezing  if  it  remains  in  a  frozen  condition  for  a  con- 
siderable length  of  time.  Again,  when  the  temperature  is  not 
too  low,  but  below  freezing,  freezing  of  the  mortar  may  be  pre- 
vented by  adding  salt  to  the  water  in  making  the  mortar,  or 
the  ingredients  of  concrete  may  be  heated  so  that  the  concrete 
will  have  set  before  freezing  can  take  place. 

The  following  specification  for  cement  concrete  includes  as  a 
constituent  part  of  it  the  specification  for  cement  mortar  in  the 
previous  article.  That  which  is  given  below  is  supposed  to 
follow  directly  upon  the  previous  quotation,  the  whole  con- 
stituting a  specification  for  cement  concrete: 

The  broken  stone  shall  be  wetted  down  and  then  thoroughly 
mixed  with  the  mortar  by  turning  it  over  with  shovels  ;  no 


SPECIFICATIONS  FOR  CEMENT  MORTAR,  ETC. 

more  stone  shall  be  used  than  can  be  covered  on  all  surfac.es 
with  mortar,  and  the  proportion  of  broken  stone  in  the  con- 
crete must  not  exceed  five  measures  of  stone  to  one  measure  of 
cement.  All  material  must  be  actually  measured  in  bulk. 

Concrete  must  be  mixed  in  small  and  convenient  quantities 
and  immediately  deposited  in  the  work.  It  must  be  carefully 
placed,  and  not  dropped  irom  any  height.  It  shall  be  laid  in 
sections,  and  in  horizontal  layers  not  exceeding  nine  (9)  inches 
in  thickness,  and  it  must  be  thoroughly  rammed  until  the  stone 
is  covered  with  mortar  and  a  film  of  water  appears  on  the  sur- 
face. In  no  case  shall  concrete  be  permitted  to  remain  in  th? 
work  if  it  has  begun  to  set  before  the  ramming  is  completed. 
When  concrete  is  properly  made  the  whole  mass  becomes  one 
stone  when  it  has  set,  and  it  is  very  important  that  it  shall  be 
deposited  continuously  in  the  work.  All  surfaces  upon  which 
concrete  is  to  be  laid  must  be  wetted  before  the  concrete  is 
deposited.  Plank  or  timber  forms  must  be  provided  when 
necessary  to  confine  the  concrete  to  the  shape  and  dimensions 
shown  on  the  plans. 

Before  any  weight  is  placed  on  concrete  it  shall  have  as 
much  time  to  set  as  can  conveniently  be  allowed,  and  in  no  case 
less  than  twelve  (12)  hours. 

In  cold  weather  material  for  concrete  shall  be  heated  as  di- 
rected by  the  engineer. 

The  engineer  will  issue  special  instructions  for  concrete 
which  is  to  be  deposited  under  water.  O.  B. 

The  following  method1  of  making  concrete  by  using  sea- 
washed  gravel  of  standard  sizes  as  obtained  from  graduated 
screens  has  given  most  excellent  results.  In  this  mixture  there 
were  three  grades  of  sand  and  gravel  employed,  namely,  fine 
sand,  coarse  sand,  and  small  gravel  stones  up  to  one-fourth  of 
an  inch  in  diameter,  and  large  gravel  from  one-half  to  two 
inches  in  diameter.  The  proportions  were  one  part  cement, 
two  parts  fine  sand,  four  parts  coarse  sand  and  small  gravel, 
and  eight  parts  of  the  larger  gravel,  making  in  all  one  part  of 
cement  to  fourteen  parts  of  sand  and  gravel,  by  measure. 
The  cement  and  fine  sand  were  mixed  dry.  The  two  grades 
df  gravel  were  then  thoroughly  mixed  and  saturated  with 
water,  the  surplus  water  being  allowed  to  drain  off.  The  dry 
mixture  of  cement  and  sand  was  then  uniformly  spread  over 
the  wet  gravel  and  thoroughly  mixed  with  it.  The  water 
which  remained  adhering  to  the  gravel  was  found  sufficient  to 

» See  article  by  C.  H.  Platte,  C.  E.  in  Engineering  News  of  February  *l,  Ib95. 


ENGINEERING  SPECIFICATION& 

moisten  the  cement,  and  also  to  insure  a  unifcrm  distribution 
of  such  water  through  the  mass.  The  mixture  was  then  de- 
posited in  place  and  thoroughly  rammed,  and  it  was  found  to 
give  a  very  solid  and  strong  concrete.  It  was  found  that  three 
and  one-half  barrels  of  cement  were  used  for  each  four  and 
one-half  cubic  yards  of  concrete  in  place.  It  is  said  that  the 
concrete  was  equal  in  every  particular  to  that  made  of  one  part 
of  cement,  three  parts  sand,  and  five  parts  broken  lime  stone. 
This  species  of  concrete  was  used  in  the  foundations  of  the 
New  York  and  Brooklyn  bridge,  and  also  on  some  of  the  New 
York  city  cable  railways.  This  mixture  comes  very  near 
being  the  ideal  concrete  for  both  solidity  and  economy. 

The  following  specification  for  "cyclopean  masonry"  was 
used  by  the  Jersey  City  Water  Supply  company  in  1902  for 
the  building  of  a  concrete  masonry  dam.  The  author  regards 
this  as  an  ideal  specification  for  monolithic  construction  in  large 
masses.  The  cement  was  furnished  by  the  owner;  the  prac- 
tice enables  the  engineer  to  vary  the  mixtures  and  the  pro- 
portions at  pleasure. 

Cyclopean  Masonry  shall  be  used  for  substantially  the  whole 
of  the  dam  including  the  cut-off  walls  and  the  overflow  channel 
to  the  end  of  the  curve,  but  not  including  the  exposed  down- 
stream face  of  the  dam  and  overflow.  This  masonry  shall  con- 
sist of  the  largest  rubble  stones  which  can  be  gotten  out  and 
handled  economically  from  the  quarry,  laid  in  cement  mortar 
or  concrete,  the  cement  being  furnished  by  the  company. 

Large  and  well  shaped  stones  shall  be  selected  for  the  up- 
stream face  of  the  dam  and  for  the  downstream  face  of  the  dam 
below  grade  244.5.  These  stones  shall  be  laid  in  full  beds  of 
rather  wet  mortar,  care  being  taken  that  it  fills  all  spaces.  All 
stones  shall  be  jarred  into  position  and  shall  not  be  raised  after 
once  being  placed ;  smaller  stones,  or  spalls,  may  be  embedded 
in  the  mortar  to  fill  up  large  spaces  and  to  prepare  the  bed  for 
the  largest  stones.  All  stones  shall  be  well  bonded,  one-third 
being  headers  extending  at  least  four  feet  into  the  wall. 

All  exposed  joints  shall  be  flushed  full  of  mortar  and  after- 
wards raked  out  to  a  depth  of  two  inches  and  pointed  with  neat 
Portland  cement. 

The  interior  portion  of  the  dam  shall  be  laid  with  large 
blocks  of  irregular  shaped  rubble  embedded  in  concrete;  this 
concrete  shall  he  composed  of  cement,  stone  and  ballast  as 
above  specified,  and  of  proportions  to  be  determined.  The 


SPECIFICATIONS  FOR  STONE. 

outside  stones  of  the  dam  shall  be  kept  built  higher  than  the 
inside;  concrete  shallthen  be  mixed  very  wet  and  dumped  in  a 
low  spot ;  large  stones  shall  then  be  lowered  as  close  as  practi- 
cable together  into  this  soft  concrete  and  allowed  to  settle  to 
place,  care  being  taken  to  see  that  all  joints  are  filled.  Light 
rammers  shall  be  used  to  joggle  the  concrete  and  insure  its 
flowing  into  all  cracks  and  crevasses  and  making  an  absolutely 
monolithic  mass. 

No  trowel  work  will  be  expected  or  allowed  on  the  interior 
masonry  of  the  dam. 

The  stones  may  be  as  irregular  in  dimensions  and  shape  as 
the  quarry  can  provide,  but  care  shall  be  taken  to  secure  a  good 
bond  and  break  joints,  both  vertically  and  horizontally,  and 
good,  judgment  shall  be  exercised  in  distributing  the  larger 
stones  in  equal  proportion  to  all  parts,  and  the  longer  stones  as 
binders. 

In  spaces  large  enough  to  admit  a  smaller  stone  being  em- 
bedded in  the  concrete,  this  shall  be  done ;  the  object  being  to 
secure  a  monolithic  mass  of  stone  and  concrete,  with  as  large 
proportions  of  stone  as  it  is  possible  to  secure,  and  a  wall  as 
nearly  impervious  to  water  as  it  is  possible  to  make  it. 

The  price  of  cyclopean  masonry  shall  include  the  furnish- 
ing, loading,  transportation,  and  laying  of  the  stone,  ballast 
and  sand,  the  mixing  of  the  concrete,  the  handling  of  the  ce- 
ment which  will  be  furnished  by  the  company,  and  all  labor 
and  material  necessary  to  complete  the  work  as  above  specified. 

R.  H. 

When  concrete  is  used  for  the  purpose  of  making  a  wall  im- 
pervious to  water,  it  must  be  made  of  small  gravel  or  small 
broken  stone,  and  it  must  be  unusually  rich.  'That  is  to  say  a 
large  excess  of  mortar  must  be  employed.  With  these  precau- 
tions, with  proper  care  in  laying,  it  is  possible  to  make  a  prac- 
tically water-tight  wall  of  cement  concrete.  Such  a  wall  or 
partition  may  be  constructed  between  two  rubble  stone  walls, 
the  concrete  core  being  relied  on  to  make  the  wall  practically 
water-tight. 

131.  Specifications  for  Stone.  The  following  specifica- 
tions for  stone  to  be  used  for  various  purposes  are  those  in  use 
by  the  Chicago,  Milwaukee  &  St.  Paul  Railway.  While  cer- 
tain qualities  of  stone  are  here  specified,  no  method  is  pre- 
scribed for  determining  these  qualities.  The  qualities  of  build- 
ing stone  are  often  examined  by  means  of  laboratory  tests  for 
strength,  specific  gravity,  and  for  effect  of  freezing,  and  also 


ENGINEERING  SPECIFICATIONS. 

by  chemical  and  microscopic  tests  to  determine  composition* 
and  structure.  While  such  tests  have  considerable  value  in  the 
absence  of  any  knowledge  from  experience,  they  do  not  take 
the  place  of  that  kind  of  knowledge  which  is  obtained  from 
having  observed  the  strength  and  weathering  qualities  in  actual 
structures  which  have  been  long  exposed  to  the  action  of  the 
elements.  It  is  always  desirable,  therefore,  to  have  stone  from 
quarries  of  established  reputation,  the  products  of  which  have 
long  been  upon  the  market.  For  this  reason  where  stone  spec- 
ifications are  prepared  for  a  given  locality,  the  engineer  may 
inform  himself  of  the  most  available  kind  of  stone  to  be  used 
at  that  place,  and  may  specify  two  or  three  alternative  varieties, 
by  naming  the  quarries.  Evidently  this  would  not  be  practica- 
ble where  general  specifications  are  prepared  for  an  entire 
railway  system  of  such  large  extent  as  that  of  the  Chicago, 
Milwaukee  &  St.  Paul.  For  this  system  the  specifications 
read  as  follows: 

Stone. — Bridge,  block  rubble  and  common  rubble  stone  must 
be  of  sound  and  durable  quality,  free  from  flint  seams,  powder 
cracks,  dry  and  incipient  cracks,  flaws  and  other  imperfections, 
and  of  such  character  as  will  resist  the  action  of  the  weather 
without  injury  to  the  masonry  in  the  climates  traversed  by  the 
railway  company's  lines. 

All  stone,  except  riprap,  shall  have  its  top  and  bottom  beds 
approximately  parallel  to  each  other  and  to  the  natural  quarry 
beds,  and  shall N  be  approximately  rectangular  in  shape  with 
sides  perpendicular  to  its  beds. 

Bridge  stone  shall  be  fiom  14  inches  to  24  inches  thick, 
from  4  feet  to  7  feet  long,  and  from  2  feet  to  5  feet  wide ;  but 
in  no  case  shall  its  length  be  less  than  two  and  one-half  times 
its  thickness,  nor  its  width  be  less  than  one  and  one-half  times 
its  thickness. 

Block  rubble  stone  shall  be  from  8  inches  to  14  inches  thick, 
2  feet  to  5  feet  long,  and  not  less  than  18  inches  wide. 

Common  rubble  stone  shall  not  be  less  than  6  inches  thick, 
16  inches  long,  and  10  inches  wide. 

Riprap  must  "be  of  sound  stone  of  such  quality  that  will  not 
disintegrate  under  the  action  of  the  weather.  It  shall  be  of 
random  size  and  shape,  none  to  be  less  than  20  pounds  in 
weight,  and  the  majority  such  as  can  be  handled  by  one  man, 
but  no  stone  to  be  larger  than  can  be  handled  by  two  men 
without  the  use  of  a  bar. 


SPECIFICATIONS  FOR  STONE  MASONRY.  145 

The  engineer  reserves  the  right  to  specify  the  quarry  and 
tne  particular  ledge  in  the  quarry  from  which  the  stone  shall 
be  supplied. 

The  stone  may  be  inspected  before  or  after  shipment  from 
the  quarry,  at  the  option  of  the  railway  company,  and  in  the 
former  case  the  contractor  shall  furnish  the  inspector  with  full 
facilities  for  examination  of  the  stone. 

The  engineer  reserves  the  right  to  accept  or  reject  any  or 
all  of  the  stone  for  want  of  conformity  with  these  specifications 
at  any  time  previous  to  its  being  paid  for  in  full  by  the  railway 
company,  notwithstanding  that  it  may  have  been  previously 
passed  upon  by  the  inspector,  and  in  case  of  such  rejection  the 
title  to  the  stone  shall  be  in  the  contractor,  and  he  shall  be 
charged  freight  on  the  same  at  regular  tariff  rates.  O.  B. 

132.  Stone  Masonry.  It  is  not  safe  for  the  engineer  to 
undertake  to  designate  a  particular  class  of  masonry  by  a  par- 
ticular name,  without  entering  in  the  specifications  a  full  de- 
scription of  the  same.  The  names  of  classes  of  masonry  are 
too  indefinite  and  are  used  in  too  many  senses  to  make  it  sa/e 
to  pursue  such  a  course.  The  engineer  should,  therefore,  de- 
scribe in  considerable  detail  exactly  the  kind  of  masonry  con- 
struction he  desires,  and  he  need  not  give  to  such  masonry  any 
particular  class  name.  If  he  does  use  class  names,  he  should 
define  them  clearly  in  the  boJy  of  the  specifications.  Specifi- 
cations will  be  given  below  for  several  different  kinds  of 
masonry. 

In  laying  masonry  and  in  writing  the  specifications  for  the 
same,  three  particular  ends  should  be  constantly  in  mind. 
These  are:  (a)  evenness  and  equality  of  bearing  in  support- 
ing the  superimposed  load;  (b)  so  far  as  possible  an  entire 
absence  of  voids  or  openings  in  the  body  of  the  work ;  and  (c) 
so  effectual  a  bonding  of  the  mass  as  to  cause  it  to  act  so  far 
as  possible  as  a  monolithic  structure.  If  the  masonry  occu- 
pies a  prominent  situation  so  that  its  appearance  is  a  matter  of 
importance,  the  exterior  surfaces  may  be  made  to  conform  to 
any  desired  plan.  The  following  specifications  are  thought  to 
be  self-explanatory.  They  are  the  general  specifications  for 
bridge  masonry  used  by  the  Chicago,  Milwaukee  &  St.  Paul 
Railway.  While  these  specifications  do  not  require  a  very 
expensive  grade  of  work,  if  fairly  carried  out  they  will  produce 
10 


14:6  ENGINEERING  SPECIFICATIONS. 

permanent  monolithic  structures  of  great  strength,  provided  a 
good  quality  of  stone  and  cement  have  been  employed,  the 
specifications  for  which  are  issued  separately. 

Bridge  Masonry. — All  masonry  shall  be  built  according  to 
the  plans  and  instructions  furnished  by  the  engineer,  and  when 
built  by  contract  will  be  measured,  estimated,  and  paid  for  by 
the  cubic  yard,  and  only  to  the  amount  of  cubical  contents  of 
the  same  as  planned  and  laid  out. 

All  masonry  built  by  contract  shall  be  subject  to  the  super- 
vision of  an  inspector  whose  duties  it  shall  be  to  see  that  the 
requirements  of  these  specifications  are  complied  with,  but  his 
presence  shall  in  no  way  or  in  any  degree  lessen  the  responsi- 
bility of  the  contractor  or  his  obligations. 

The  stone  used  in  bridge  masonry  shall  be  of  the  quality 
and  dimensions  described  and  known  as  bridge  stone  in  this 
company's  specifications  for  stone. 

The  stone  shall  be  carefully  cut  and  dressed,  forming 
headers  and  stretchers,  which  must  be  laid  in  regular  horizontal 
courses  in  good  cement  mortar,  with  beds  and  builds  level,  the 
end  and  side  joints  vertical  and  broken  at  least  fifteen  (15) 
inches. 

All  foundation  or  footing  courses  must  be  made  of  select 
large  stones  not  less  than  eighteen  (18)  inches  in  thickness 
and  having  a  superficial  area  of  at  least  fifteen  (15)  square 
feet. 

No  course  of  stone  shall  be  less  than  fourteen  (14)  nor 
more  than  twenty- four  (24)  inches  in  thickness  and  each 
course  shall  be  -  continuous  around  and  through  the  wall,  the 
courses  decreasing,  when  at  all,  regularly  in  thickness  from  the 
bottom  to  the  top  of  the  wall. 

Face  stones  shall  be  composed  of  headers  and  stretchers,  and 
each  stone  in  any  course  shall  be  of  the  exact  thickness  of  the 
one  adjoining  it.  The  outer  surfaces  are  to  be  rock  face,  but 
the  edges  shall  be  brought  to  lines  corresponding  to  the  fin- 
ished dimensions  of  the  masonry,  and  there  shall  be  no  pro- 
jections of  over  four  (4)  inches  beyond  these  lines. 

The  beds  and  joints  of  face  stone  shall  be  dressed  back  at 
least  twelve  (12)  inches  from  the  face  of  the  wall  and  must  be 
brought  to  a  joint  of  not  more  than  one-half  (l/2)  an  inch  when 
laid.  The  under  bed  must  extend  to  the  extreme  back  of  the 
stone ;  no  overhang  whatever  will  be  allowed. 

Stretchers  shall  not  be  less  in  length  than  two  and  one-half 
(2^)  times  their  height,  and  no  stone  shall  have  a  less  width 
than  one  and  one-half  (ij4)  times  its  thickness. 

Headers  at  least  four  (4)  feet  long,  when  the  thickness  of 


SPECIFICATIONS  FOR  STONE  MASONRY.  147 

the  wall  will  permit,  shall  be  put  in  frequently  to  bond  the  wall, 
and  they  shall  be  so  arranged  that  the  headers  of  any  course 
shall  fall  between  the  headers  of  the  course  immediately  below 
it.  There  shall  be  one  header  to  every  two  (2)  stretchers,  and 
they  shall,  as  far  as  practicable,  hold  the  size  back  into  the 
heart  of  the  wall  that  they  show  in  the  face. 

When  the  walls  do  not  exceed  four  (4)  feet  in  thickness 
headers  must  run  entirely  through  the  wall,  and  in  pier  work 
a  number  of  them  shall  extend  through,  even  though  the  walls 
are  of  a  greater  thickness  than  this. 

When  walls  exceed  four  (4)  feet  in  thickness,  there  shall 
be  as  many  headers  of  the  same  size  in  the  back  of  the  wall 
as  in  the  face,  and  so  arranged  that  a  header  in  the  rear  of  the 
wall,  shall  be  between  two  headers  in  the  front. 

The  backing  and  interior  of  the  walls  shall  be  of  large,  well 
shaped  stone  of  a  thickness  equal  to  that  of  the  corresponding 
face  stone.  No  voids  over  six  (6)  inches  in  width  shall  be 
left  between  these  stone,  and  all  such  void  must  be  filled  with 
small  stones  and  spalls  thoroughly  bedded  in  cement  mortar 
or  grouted.  When  the  masonry  is  completed,  it  must  contain 
no  voids,  and  must  be,  as  nearly  as  practicable  impervious  to 
water.  When  weep  holes  are  necessary,  they  will  be  ordered 
by  the  engineer. 

All  stones  shall  be  prepared  by  dressing  and  hammering 
before  they  are  brought  on  the  wall,  and  must  be  so  shaped 
that  their  bearing  beds  will  be  parallel  to  their  natural  beds. 
No  heavy  hammering  will  be  allowed  on  the  wall  after  a  course 
is  set,  and  should  any  irregularities  occur,  they  must  be  care- 
fully pointed  off. 

Each  stone  must  be  laid  on  its  broadest  bed  without  the  use 
of  chips,  pinners  or  levelers,  in  a  full  bed  of  mortar,  so  that 
no  stone  shall  bear  upon  another  stone  at  any  point  without  a 
mortar  joint  intervening. 

Care  must  be  taken  not  to  injure  the  joints  of  stone  already 
laid.  Should  a  stone  be  moved  or  the  joint  be  broken  the 
stone  must  be  taken  out,  the  mortar  thoroughly  cleaned  from 
both  the  stone  and  the  masonry  and  the  stone  then  reset. 

The  stones  in  each  course  shall  be  so  arranged  as  to  form 
a  proper  bond  with  the  stones  of  the  course  immediately 
beneath  it,  and  in  no  case  shall  this  bond  be  less  than  fifteen 
(15)  inches. 

Both  the  stone  and  the  masonry  must  be  kept  free  from  all 
dirt  that  will  interfere  with  the  adhesion  of  the  mortar  or  ce- 
ment to  the  stone,  and  in  warm  weather  the  stone  and  the 
masonry  must  be  wet  with  clean  water  just  before  laying. 

When  masonry  is  built  in  freezing  weather,  the  masonry 


148  ENGINEERING  SPECIFICATIONS. 

and  stone  must  be  thoroughly  freed  fiom  ice  or  frost  by  using 
salt  and  hot  water,  and  where  practicable,  the  stone  must  be 
held  over  a  fire  just  before  being  set. 

The  top  surfaces  of  coping  stones  of  abutments  and  piers 
are  to  be  rough  cut  to  a  true  plane,  and  the  surfaces  where  the 
bed  plates  of  iron  bridges  rest  shall  be  bush  hammered  and 
made  level.  When  the  track  is  on  a  grade  or  curve,  the  eleva- 
tion both  for  the  curvature  and  grade  will  be  provided  for  in 
the  ironwork.  Under  no  circumstances  will  the  masonry  be 
cut 'on  an  incline  for  this  purpose. 

The  front  face  and  top  of  all  mud  walls  shall  be  rough  cut 
to  a  true  plane. 

Whenever  it  may  be  necessary  to  remove  any  part  of  the 
present  masonry  in  extending  abutmentG  or  piers  for  second 
track  work,  it  shall  be  stepped  back  so  as  to  insure  a  sufficient 
bond  between  the  new  and  the  old  work,  so  as  to  break  joints 
nowhere  less  than  twelve  (12)  inches.  O.  B. 

The  following  specifications  for  different  classes  of  masonry 
are  taken  from  the  standard  specifications  used  by  the  Penn- 
sylvania Railroad  Company.  In  these  specifications  three 
separate  classes  of  masonry  are  recognized,  and  for  any  partic- 
ular piece  of  work,  it  becomes  necesspry  to  specify  only  the 
class  of  masonry  which  shall  be  used  in  these  general  specifi- 
cations : 

Detailed  plans  will  be  prepared  by  the  engineer  for  each 
structure,  and  copies  of  the  same  furnished  to  the  conaractor 
before  the  commencement  of  the  work.  All  stone  used  for  the 
different  classes  of  masonry  must  be  sound,  durable  and  not 
liable  to  be  affected  by  the  weather,  and  shall  be  subject  to  the 
approval  of  the  engineer. 

Masonry  will  be  classified  as  follows: 

First-class  bridge  masonry  shall  consist  of  ranged  rock  work 
of  the  best  description.  The  face  stones  shall  be  accurately- 
squared,  jointed  and  bedded,  and  laid  in  regular  horizontal 
courses,  not  less  than  twelve  inches  in  thickness,  decreasing  reg- 
ularly from  bottom  to  top  of  the  walls.  They  shall  consist  of 
headers  and  stretchers,  and  there  shall  be  at  least  one  header  to 
every  two  stretchers,  and  they  shall  be  so  laid  that,  as  nearly  as 
practicable,  the  headers  in  each  course  shall  divide  equally,  or 
nearly  so,  the  spaces  between  the  headers  in  the  course  imme- 
diately below.  Stretchers  shall  be  not  less  than  three  feet  long 
and  sixteen  inches  in  width.  Headers  shall  not  be  less  than 
three  feet  in  length  and  eighteen  inches  in  width,  and  shall  hold 
the  size  back  into  the  heart  of  the  wall  that  they  show  in  th« 
face. 


SPECIFICATIONS  FOB  STONE  MASONRY.  149 

When  the  walls  do  not  exceed  four  feet  in  thickness  the 
headers  shall  run  entirely  through,  and  when  they  exceed  that 
thickness  there  shall  be  as  many  headers  of  the  same  size  in 
the  rear  as  in  the  front  of  the  wall,  so  arranged  that  a  header  in 
the  rear  of  the  wall  shall  be  between  two  headers  in  the  front. 

Every  stone  must  be  laid  on  its  natural  bed,  and  all  stones 
must  have  their  beds  well  dressed  and  made  always  as  large  as 
the  stone  will  admit  of.  Mortar  joints  shall  not  exceed  one 
quarter  inch  in  width ;  the  vertical  joints  of  the  face  must  be  in 
contact  at  least  four  inches,  measured  in  from  the  face,  and  as 
much  more  as  the  stone  will  admit  of.  The  stone  will  be  cut 
with  pitched  edges,  but  all  corners,  batir  lines,  steps  and  cop- 
ings must  be  run  with  a  neat  chisel  draft  of  one  and  one-half 
inches  on  each  corner,  and  the  projections  of  the  rock  face 
must  not  exceed  three  inches  beyond  the  face  of  the  pitch  or 
draft  lines  of  the  stones.  The  stones  of  each  course  shall  be 
so  arranged  as  to  form  a  proper  bond  with  the  stones  of  the 
underlying  course,  and  the  bond  shall  in  no  case  measure  less 
than  one  foot.  Stretchers  shall  in  no  case  have  less  than  six- 
teen inches  bed  for  a  twelve  inch  cor.rse,  and  for  all  courses 
above  sixteen  inches  in  thickness,  at  least  as  much  bed  as  face. 
The  whole  of  the  masonry  shall  be  laid  in  cement  moi  tar,  each 
stone  being  carefully  cleaned  and  dampened  before  setting  and 
each  course  shall  be  thoroughly  cemented  before  the  succeed- 
ing course  is  laid.  No  hammering  on  the  wall  will  be  allowed 
after  the  course  is  set ;  if  any  irregularities  occur  they  must  be 
carefully  pointed  off.  The  backing  shall  consist  of  stones  with 
beds  dressed  to  one-half  inch,  and  of  a  thickness  equal  to  that 
of  the  corresponding  face  stones ;  they  shall  be  laid  in  full  ce- 
ment mortar  beds,  so  as  to  break  joints  and  thoroughly  bond 
the  work  in  all  directions,  and  on  the  completion  of  each  course 
the  space  between  the  large  backing  stones  (none  of  which 
spaces  will  be  over  six  inches  wide)  shall  be  filled  with  small 
stones  and  spalls,  thoroughly  bedded  in  cement  mortar  or 
grouted. 

All  foundation  courses  must  be  laid  with  select  large  stones 
not  less  than  eighteen  inches  in  thickness,  nor  of  less  super- 
ficial surface  than  fifteen  square  feet.  All  bridge  seats,  steps 
and  tops  of  walls  should  be  finished  with  a  coping  course  of 
such  dimensions  and  projection  as  may  be  ordered  by  the  engi- 
neer, dressed  and  cut  to  a  true  surface  on  top  and  on  the  show- 
ing faces  and  in  conformity  with  diagrams  for  the  same,  which 
shall  be  furnished  by  the  engineer.  If  required,  all  copings 
shall  be  fastened  together  with  clamps  of  iron. 

First-class  arch  masonry  shall  be  built  in  all  respects  in 
accordance  with  the  above  specifications  for  first-class  bridge 
masonry.  The  ring  stones  shall  be  dressed  to  such  size  and 


150  ENGINEERING  SPECIFICATIONS. 

shape  as  the  engineer  may  determine,  and  of  the  thickness 
shown  on  the  plans.  The  joints  must  be  made  on  true  radial 
lines,  and  the  face  of  the  sheeting  stones  must  be  dressed  to 
make  close  joints.  The  ring  stones  and  arch  sheeting  stones 
shall  break  joints  not  less  than  one  foot.  The  wing  walls  shall 
be  neatly  stepped  in  accordance  with  the  drawings  furnished, 
with  selected  stones  the  full  width  of  the  wing  and  not  less 
than  fourteen  inches  thick,  and  no  stone  shall  be  covered  less 
than  twelve  inches  by  the  one  next  above  it. 

The  parapets  shall  be  finished  with  a  coping  course  of  full 
width  of  parapet,  with  such  projection  as  may  be  directed  by 
the  engineer;  the  coping  to  be  not  less  than  fourteen  inches 
thick  and  to  be  fastened  together  with  wrought  iron  clamps. 

Second-class  bridge  masonry  shall  consist  of  broken  or  ran- 
dom range  work  of  the  best  description.  The  face  stones  shall 
be  dressed  to  a  uniform  thickness  throughout  before  being  laid, 
but  not  hammered,  and  shall  be  laid  with  horizontal  beds  and 
vertical  joints  on  the  face.  No  stone  shall  be  less  than  eight 
inches  in  thickness,  unless  otherwise  ordered  by  the  engineer. 
There  shall  be  at  least  one  header  to  every  three  stretchers,  and 
both  headers  and  stretchers  shall  be  of  similar  size,  when  the 
thickness  of  the  wall  will  admit,  but  neither  shall  be  less  than 
three  feet  in  length  and  fifteen  inches  in  width.  The  same 
arrangement  of  headers  shall  be  required  as  is  specified  for 
first-class  bridge  masonry.  Mortar  joints  shall  not  exceed  one- 
half  inch  in  thickness.  All  corners  and  quoins  shall  have 
hammer-dressed  beds  and  joints.  All  corners  and  batir  lines 
shall  be  run  with  an  inch  and  a  half  chisel  draft.  The  vertical 
joints  of  the  face  must  be  in  contact  at  least  four  inches,  meas- 
ured from  tlie  face,  and  as  much  more  as  the  stone  will  admit 
of.  The  work  need  not  be  laid  up  in  regular  courses,  but  shall 
be  well  bonded.  The  stones  shall  be  cleaned  and  dampened 
before  setting  and  shall  be  laid  in  cement  mortar.  The  back- 
ing shall  consist  of  stones  of  the  same  thickness  as  the  adjacent 
face  stone,  laid  in  full  cement  mortar  beds  with  good  joints  and 
bonds,  and  the  spaces  filled  with  spalls,  thoroughly  bedded  in 
cement  mortar,  or  grouted,  as  specified  for  first-class  bridge 
masonry.  Bridge  seats,  steps  and  tops  of  walls  shall  be  coped 
in  the  same  manner  as  specified  for  first-class  masonry.  Stones 
in  foundation  courses  shall  be  of  not  less  than  twelve  inches 
thickness  and  ten  square  feet  of  surface. 

Second-class  arch  masonry  shall  be  laid  in  cement  mortar, 
and  shall  be  of  the  same  general  character  and  description  as 
second-class  bridge  masonry,  with  the  exception  of  the  arch 
sheeting,  for  which  proper  stones  shall  be  selected  that  shall 
have  a  good  bearing  throughout  the  thickness  of  the  arch,  and 
shall  be  well  bonded  and  be  of  the  full  depth  of  the  arch.  No 


SPECIFICATIONS  FOR  STONE  MASONRY.  151 

stone  shall  be  less  than  six  inches  in  thickness  en  the  intrados 
of  the  arch.  The  ring  stones  of  all  arches  shall  conform  to  the 
specifications  for  first-class  arch  masonry. 

Third-class  masonry  shall  be  laid  dry,  or  in  lime  or  cement 
mortar  as  may  be  directed  by  the  engineer.  It  shall  be  formed 
of  good  quarry  stones,  laid  upon  their  natural  beds,  and  roughly 
squared  on  the  joints,  beds  and  faces,  the  stones  breaking  joints 
at  least  six  inches,  and  with  at  least  one  header  for  every  three 
stretchers.  No  stone  shall  be  used  in  the  face  of  the  wall  less 
than  six  inches  in  thickness,  or  less  than  twelve  inches  on  the 
least  horizontal  dimensions.  Headers  shall  be  at  least  three 
feet  long,  or  extend  entirely  through  the  wall.  The  ends  of  all 
walls  shall  be  dressed  and  finished  in  accordance  with  the  plans. 
The  stones  in  the  foundations  must  not  be  less  than  ten  inches 
in  thickness,  and  shall  contain  not  less  than  ten  square  feet 
surface,  and  each  shall  be  firmly,  solidly  and  carefully  laid. 

In  box  culverts  the  top  courses  of  the  side  walls  shall  ex- 
tend entirely  across  the  walls,  and  the  covering  stones  shall 
have  a  bearing  of  at  least  one  foot  on  each  wall.  The  thickness 
of  covering  stones  shall  not  be  less  than  ten  inches  for  two  feet 
openings ;  not  less  than  twelve  inches  for  three  feet  openings, 
and  not  less  than  fifteen  inches  for  four  feet  openings.  Unless 
built  on  timber  foundations  reaching  entirely  across  the  open- 
ing, the  space  between  side  walls  of  box  culverts  must  be  paved 
with  stone,  set  on  edge,  not  less  than  eight  inches  deep,  and 
well  secured  at  the  ends  with  deep  curbing.  P.  Ry. 

133.  Specifications  for  Stone  Masonry  for  a  Large  Stone 
Dam.  The  following  specifications  for  stone  masonry  are 
those  which  were  used  in  the  construction  of  the  new  Croton 
dam,  New  York  city,  1892.  They  are  commended  especially 
for  their  securing  a  most  efficient,  solid,  and  impervious  grade 
of  work,  at  a  minimum  cost.  Thus  the  body  of  the  dam,  com- 
posed of  rubble  stone  masonry  laid  in  cement  mortar,  thor- 
oughly bonded,  and  made  entirely  solid,  cost  from  $3.40  to 
$4.00  per  cubic  yard,  the  cement  mortar  being  one  of  Rosen- 
dale  cement  to  two  of  sand,  the  stone  having  to  be  hauled 
about  one  mile. 

Another  significant  feature  of  these  specifications  is  the  pay- 
ing for  the  face  dressing  per  unit  of  surface  in  addition  to  the 
standard  price  per  cubic  yard,  the  matter  of  this  face  dressing 
being  left  until  the  work  is  executed.  In  this  way  such  small 


152  ENGINEERING  SPECIFICATIONS. 

details  need  not  be  determined  in  advance  and  indicated  upon 
the  drawings. 

Stone  Masonry. — All  stone  masonry  is  to  be  built  of  sound, 
clean  quarry  stone  of  quality  and  size  satisfactory  to  the  engi- 
neer; all  joints  to  be  full  of  mortar,  unless  otherwise  specified. 

Dry  rubble  masonry  and  paving  are  to  be  laid  without 
mortar,  and  are  to  be  used  for  walls,  for  the  slopes  of  the  dam 
embankments,  and  at  any  other  place  that  may  be  designated. 

This  class  of  masonry  is  to  be  of  stone  of  suitable  size  and 
quality,  laid  closely  by  hand  with  as  few  spalls  as  practicable, 
in  such  manner  as  to  present  a  smooth  and  true  surface.  The 
work  is  to  be  measured  in  accordance  with  the  lines  shown  on 
the  drawings  or  ordered  during  the  progress  of  the  work.  The 
stones  used  must  be  roughly  rectangular ;  all  irregular  projec- 
tion and  feather  edges  must  be  hammered  off.  No  stone  will 
be  accepted  which  has  less  than  the  depth  represented  on  the 
plans  or  ordered.  Each  stone  used  for  paving  must  be  set 
solid  on  the  foundation  of  broken  stone  or  earth  and  no  inter- 
stices must  be  left. 

In  the  dry  rubble  masonry  walls,  large  stones  must  be  used, 
especially  for  the  faces,  and  the  walls  must  be  bonded  with 
frequent  headers,  of  such  frequency  and  sizes  as  shall  be  ap- 
proved by  the  engineer. 

Riprap  may  be  used  in  connection  with  the  protective  work, 
and  wherever  the  engineer  may  order  it.  It  shall  be  made, 
of  stone  of  such  size  and  quality  and  in  such  manner  as  he  shall 
direct,  and  must  be  laid  by  hand. 

After  the  slopes  which  are  to  receive  the  paving  have  been 
dressed,  a  layer  of  broken  stone  is  to  be  spread  as  a  foundation 
for  the  paving,  wherever  ordered.  The  broken  stones  must  be 
sound  and  hard,  not  exceeding  two  inches  at  their  greatest 
diameter.  Broken  stone,  not  exceeding  one  inch  in  diameter, 
may  be  used  for  forming  roadways ;  it  is  to  be  spread  to  such 
thickness  as  ordered  and  heavily  rolled  or  rammed.  Broken 
stones  may  be  used  also  wherever  the  engineer  may  direct, 
rolled  if  so  directed,  and  paid  for  under  this  head,  except  the 
broken  stone  used  for  making  concrete,  the  cost  of  which  is 
included  in  the  price  hereinbefore  stipulated  for  concrete  laid. 

Rubble  stone  masonry  is  to  be  used  for  the  central  part  of 
the  dam,  for  the  overflow,  for  the  center  walls  of  the  earth 
embankments,  for  most  of  the  structures  and  appurtenances  of 
the  dam,  and  wherever  ordered  by  the  engineer. 

Rubble  stone  masonry  shall  be  made  of  sound,  clean  stone 
of  suitable  size,  quality  and  shape  for  the  work  in  hand,  and 
presenting  good  beds  for  materials  of  that  class.  Especial  care 
must  be  taken  to  have  the  beds  and  joints  full  of  mortar,  and 


SPECIFICATIONS  FOR  STONE  MASONRY.  153 

no  grouting  or  rilling  of  joints  after  the  stones  are  in  place  will 
be  allowed.  The  work  must  be  thoroughly  bonded.  The  faces 
of  the  rubble  stone  masonry,  especially  the  up-stream  face  of 
the  walls,  shall  be  closely  inspected  after  they  are  built,  and  if 
any  mortar  joints  are  not  full  and  flush,  they  shall  be  taken  out 
to  a  depth  of  no  less  than  three  inches  or  more,  if  so  ordeied, 
and  repointed  properly. 

A  large  quantity  of  rubble  stone  masonry  in  mortar  is  t£> 
be  used  in  the  construction  of  the  central  part  of  the  dam  and 
of  the  center  wall  and  overflow. 

The  stones  used  therein  must  be  sound  and  durable;  they 
must  have  roughly  rectangular  forms,  and  all  irregular  projec- 
tions and  feather  edges  must  be  hammered  off.  Their  beds, 
especially,  must  be  good  for  materials  of  that  class,  and  present 
such  even  surfaces  that,  when  lowering  a  stone  on  the  level 
surface  prepared  to  receive  it,  there  can  be  no  doubt  that  the 
mortar  will  fill  all  spaces.  After  the  bed  joints  are  thus  se- 
cured, a  moderate  quantity  of  spalls  can  be  used  in  the  pre- 
paration of  suitable  surfaces  for  receiving  other  stones.  All 
other  joints  must  be  equally  well  filled  with  mortar. 

The  quality  of  the  beds  is  to  regulate,  to  a  large  extent,  the 
size  of  the  stones  used,  as  the  difficulty  of  forming  a  good  bed 
joint  increases  with  the  size  of  the  stones. 

Various  sizes  must  be  used,  and  regular  coursing  must  be 
avoided,  in  order  to  obtain  vertical  as  well  as  horizontal 
bonding. 

The  sizes  of  the  stones  used  will  vary  also  with  the  character 
of  the  quarries,  but,  especially  in  the  places  where  the  thick- 
ness of  masonry  is  great,  a  considerable  proportion  of  large 
stones  is  to  be  used.  If  the  size  and  character  of  the  stones,  in 
the  opinion  of  the  engineer,  shall  admit  of  it,  the  joints  (except 
the  beds),  instead  of  being  filled  with  mortar,  may,  at  his  re- 
quest or  on  his  approval,  be  filled  with  concrete  made  as  here- 
inbefore specified,  with  the  exception  that  the  Component 
materials  be  mixed  in  the  proportion  of  one  part  of  cement  to 
three  parts  of  small  stone  or  gravel  of  such  size  as  the  engineer 
shall  direct,  and  thoroughly  rammed,  care  being  taken  to  use 
a  moderate  amount  of  water  only  which  must  be  brought  to 
the  surface  by  ramming,  such  filling  of  joints  with  concrete  to 
leave  no  vacancies  and  to  be  thoroughly  made.  If  concrete  is 
so  used,  the  spaces  left  between  the  stones  should  not  be  less 
than  six  inches,  in  order  that  proper  ramming  can  be  obtained. 

No  extra  compensation  shall  be  paid  to  the  contractor  for 
the  use  of  such  concrete,  the  cost  of  which  is  to  be  included  in 
the  price  herein  stipulated  for  the  masonry  in  connection  with 
which  it  is  used. 

The  exposed  faces  of  the  main  wing  wall,  of  road  culverts, 


154:  ENGINEERING  SPECIFICATIONS. 

of  some  of  the  walls  and  of  any  other  rubble  work  that  the 
engineer  may  designate,  are  to  be  made  of  broken  ashlar  with 
joints  not  exceeding  one-half  inch  in  thickness ;  the  stones  not 
to  be  less  than  24  inches  deep  from  the  face,  and  to  present 
frequent  headers.  This  face  work  to  be  equal  in  quality  and 
appearance  to  the  face  of  the  breast  wall  in  front  of  the  new 
gate  house  at  Croton  dam  (section  i),  and  to  be  well  pointed 
with  Portland  cement.  This  face  work  is  to  be  paid  for  by  the 
square  foot  of  the  superficial  area  for  which  it  is  ordered,  in 
addition  to  the  price  paid  per  cubic  yard  of  rubble  stone 
masonry. 

Block  stone  masonry  is  to  be  composed  mainly  of  large 
blocks  and  is  to  be  used  for  the  steps  of  the  overfall  or  for 
other  steps,  or  whenever  and  wherever  ordered  by  the  engi- 
neer. It  is  to  be  laid  in  Portland  cement  mortar,  well  pointed, 
or  may  be  ordered  laid  dry  at  the  price  stipulated  in  clause  O, 
item  (<?). 

This  stone,  which  is  to  receive  the  shock  of  water  and  ice,  is 
to  be  especially  sound,  hard  and  compact,  and  of  a  durable 
character ;  it  is  to  be  prepared  to  the  dimensions  given  so  that 
no  joint  will  in  any  place  be  more  than  one  inch  wide.  The 
outside  arrises  must  be  pitched  to  a  true  line. 

The  outer  faces  of  the  masonry  dam  and  of  its  gate  cham- 
bers, of  the  overflow  (except  steps),  and  of  any  other  piece  of 
masonry  that  may  be  designated,  are  to  be  made  of  range 
stones,  as  shown  on  the  plans,  the  stone  to  be  of  unobjectionable 
quality,  sound  and  durable,  free  from  all  seams,  discoloration 
and  other  defects,  and  of  such  kind  as  shall  be  approved  by  the 
engineer. 

All  beds,  builds  and  joints  are  to  be  cut  true  to  a  depth  of 
not  more  than  4  inches,  and  not  less  than  3  inches  from  the 
faces  to  surfaces  allowing  of  one-half  inch  joints  at  most ;  the 
joints  for  the  remaining  part  of  the  stones  not  to  exceed  two 
inches  in  thickness  at  any  point. 

All  cut  arrises  to  be  true,  well  defined  and  sharp. 

Where  this  class  of  masonry  joins  with  granite  dimension 
stone  masonry  the  courses  must  correspond,  and  the  joining 
with  arches  and  other  dimension  stone  masonry  must  be  ac- 
curate and  workmanlike. 

Each  course  to  be  composed  of  two  stretchers  and  one  header 
alternately,  the  stretchers  not  to  be  less  than  3  feet  long  nor 
more  than  7  feet  long,  and  the  headers  of  each  successive  course 
to  alternate  approximately  in  vertical  position. 

The  rise  of  the  courses  may  vary  from  bottom  to  top  from 
30  inches  to  15  inches  in  approximate  vertical  progression,  and 
the  width  of  bed  of  the  stretchers  is  not  to  be  at  any  point  less 


SPECIFICATIONS  FOR  STONE  MASONRY.  155 

than  28  inches.  The  headers  are  not  to  be  less  than  4  feet  in 
length. 

This  class  of  masonry,  for  the  faces  of  the  dam  and  gate 
chamber,  including  the  headers,  is  to  be  estimated  at  30  inches 
thick  throughout.  At  other  places  that  may  be  designed  by 
the  engineer,  the  size  of  the  stones  is  to  be  established  by  him, 
and  the  facing  stone  masonry  is  to  be  estimated  according  to 
the  lines  ordered  or  shown  on  the  plans.  In  no  case  are  the 
tails  of  the  headers  to  be  estimated. 

The  work  to  be  equal  in  quality  and  appearance  to  the  fac- 
ing stone  masonry  work  built  by  the  aqueduct  commissioners 
for  their  masonry  dam  across  the  east  branch  of  the  Croton 
river  necr  Brewster. 

All  copings  that  may  be  ordered  and  the  heads  of  the  arches 
of  the  highway  culverts,  will  be  classed  as  facing  stone 
irrsonry. 

The  price  herein  stipulated  for  facing  stone  masonry  is  to 
cover  the  cost  of  pointing,  of  cutting  chisel  drafts  at  all  corners 
of  the  gate-house  dam  and  other  corners,  and  of  preparing 
the  rock  faces ;  but  if  any  six-cut  or  rough-pointed  work  is  or- 
dered in  connection  with  this  class  of  masonry  it  shall  be  paid 
for  at  the  prices  therein  stipulated  for  such  work. 

The  face  bond  must  not  show  less  than  12  inches  lap,  unless 
otherwise  permitted. 

The  pointing  of  the  faces  to  be  thoroughly  made  with  pure 
Portland  cement  after  the  whole  structure  is  completed ;  unless 
otherwise  permitted,  every  joint  to  be  raked  out  therefor  to  a 
depth  of  at  least  two  inches,  and,  if  the  engineer  is  satisfied 
that  the  pointing  at  any  place  is  not  properly  made,  it  must  be 
taken  out  and  made  over  again. 

Granite  dimension  stone  masonry  must  be  made  of  first- 
class  granite  of  uniform  color,  free  from  all  seams,  discolora- 
tion and  other  defects,  and  satisfactory  to  the  chief  engineer. 

It  is  to  be  used  for  the  gate  openings  in  the  gate  chamber, 
for  the  coping  of  the  dam,  for  the  gate-house  superstructures 
and  for  the  crest  and  first  step  of  the  overflow,  and  at  any  other 
place  that  may  be  designated  by  the  engineer. 

The  stones  shall  be  cut  to  exact  dimensions,  and  all  angles 
and  arrises  shall  be  true,  well  defined  and  sharp. 

All  beds,  builds  and  joints  are  to  be  dressed,  for  the  full 
depth  of  the  stone,  to  surfaces,  allowing  of  one-quarter  (*4) 
inch  joint  at  most.  No  plug  hole  of  more  than  6  inches  across 
or  nearer  than  3  inches  from  an  arris  is  to  be  allowed,  and  in 
no  case  must  the  aggregate  area  of  the  plug-hole  in  any  one 
joint  exceed  one-quarter  of  its  whole  area. 

The  stone  shall  be  laid  with  one-quarter  (54)  inch  joints. 


156  ENGINEERING  SPECIFICATIONS. 

and  all  face  joints  shall  be  pointed  with  mortar  made  of  clear 
Portland  cement,  applied  before  its  first  setting.  All  joints  to 
be  raked  out  to  a  depth  of  two  inches  before  pointing. 

The  pointing  of  all  masonry,  including  the  faces  of  the  main 
body  of  the  dam  and  of  the  center  walls  which  are  below  the 
ground,  is  to  be  done  thoroughly  with  Portland  cement  mortar, 
mixed  clear  where  used  for  all  exposed  faces  of  brick  and  cut 
stone  masonry  of  all  kinds  (including  the  rubble  facing)  ;  and 
mixed  for  other  work  in  such  proportion  as  the  engineer  shall 
determine.  The  cost  of  all  pointing  is  to  be  included  in  the 
price  stipulated  for  the  masonry  to  which  it  is  applied. 

The  exposed  faces  of  the  cut  stone  are  to  be  finished  in  var- 
ious ways,  in  accordance  with  the  various  positions  in  which 
they  are  placed.  They  shall  be  either  left  with  a  rock  or  quarry 
face,  rough-pointed,  or  fine  hammered  (six-cut  work). 

The  various  classes  of  face  dressing  must  be  equal  in  quality 
and  appearance  to  those  on  the  sample  in  the  office  of  the  chief 
engineer. 

In  rock  face  work  the  arrises  of  the  stones  inclosing  the  rock 
face  must  be  pitched  to  true  lines :  the  face  projections  to  be 
bold,  and  from  3  to  5  inches  beyond  the  arrises".  The  angles 
of  all  walls  on  structures  having  rock  faces  are  to  be  defined 
by  a  chisel  draft  not  less  than  f  J§  inches  wide  on  each  face. 

In  rough-pointed  work,  the  stones  shall  at  all  points  be  full 
to  the  true  plane  of  the  face,  and  at  no  point  shall  project  be- 
yond more  than  }4  inch,  the  arrises  to  be  sharp  and  well  de- 
fined. Each  stone  to  have  its  arrises  well  defined  by  a  chisel 
draft,  which  is  included  in  the  price  for  rough-pointed  dressing. 

In  fine  hammered  work  the  face  of  the  stones  must  be 
brought  to  a  true  plane  and  fine  dressed,  with  a  hammer  having 
six  blades  to  the  inch. 

In  measuring  cut  stcne  masonry,  when  the  stones  are  not 
rectangular,  the  dimensions  taken  for  each  stone  will  be  those 
of  a  rectangular,  cubical  form  which  will  just  inclose  the  neat 
lines  of  the  same.  The  price  herein  stipulated  for  granite 
dimension  stone  masonry  is  to  cover  the  cost  of  preparing  the 
rock  faces,  of  making  the  chisel  drafts,  and  of  preparing  all 
holes  and  recesses  and  grooves. 

No  payment  will  be  made  for  cutting  grooves  and  recesses 
other  than  the  price  paid  for  the  dressing  of  their  surfaces, 
which  are  to  be  fine  hammered. 

For  rough-pointed  and  fine-hammered  (six-cut)  dressing, 
a  price  per  square  foot  of  dressing  will  be  paid  in  addition  to 
the  price  per  cubic  yard  of  masonry,  viz. : 

For  rough-pointed  dressing,  the  price  stiplated  in  clause  O, 
item  (t),  and  for  fine-hammered  (six-cut)  dressing,  the  price 
rtipulated  in  clause  O,  item  (s). 


SPECIFICATIONS  FOR  STONE  MASONRY.  157 

The  exposed  parts  of  the  cut  stone  are  generally  to  be  pre- 
pared with  rock  face. 

The  inside  surfaces  and  copings  are  generally  to  be  rough- 
pointed. 

All  the  gateways,  grooves,  sills,  floors,  and  all  other  surfaces 
designated  by  the  engineer  are  to  be  fine-hammered.  A.  F. 

134.  Specifications  for  First-class  Bridge  Masonry.  The 
following  specification  for  first-class  bridge  masonry  repre- 
sents the  current  practice  of  one  of  the  leading  American  engi- 
neers : 

The  face  stones  shall  be  laid  in  regular  courses.  Copings 
shall  be  cut  twenty-seven  (27)  inches  thick.  Belting  courses 
shall  be  cut  twenty  and  one-half  (20^2)  inches  thick.  Starling 
copings  and  footings  shall  be  cut  thirty  (30)  inches  thick.  No 
course  shall  be  of  less  thickness  than  the  belting  courses ;  no 
course  shall  exceed  thirty-six  (36)  inches  in  thickness  and  no 
course  except  the  coping  and  the  course  immediately  over  the 
footings  shall  be  thicker  than  the  course  beneath. 

Face  stones  shall  be  of  drab-colored  stone  from  the  quarries 
near  Bedford,  Indiana,  or  other  stone  of  as  good  quality  ac- 
ceptable to  the  engineer.  Blue  stone  from  the  Bedford  or  other 
Oolitic  limestone  quarries  will  not  be  accepted.  The  up- 
stream cut-water  stone  in  every  course  below  El.  339  shall  be 
of  granite,  and  also  the  bridge-seat  stones  in  the  copiiigs,  as 
shown  on  the  plans.  The  remaining  coping-stones  and  the 
starling  copings  shall  be  of  limestone  of  the  same  quality  as  the 
face  stones. 

The  entire  masonry  shall  be  built  according  to  detail  plans 
furnished  by  the  engineer. 

The  stones  of  each  class  shall  be  strong,  compact,  of  uni- 
form quality  and  appearance,  and  free  from  any  defects  which 
in  the  judgment  of  the  engineer  might  impair  its  strength  or 
durability. 

All  scones  shall  lie  on  their  natural  beds  in  the  piers. 

Each  bed  of  every  stone  shall  measure  at  least  thirty-six 
(36)  inches  in  each  direction,  except  that  where  the  thickness 
of  the  course  is  less  than  twenty-four  (24)  inches  the  bed  need 
not  exceed  one  and  one-half  (1^2)  times  the  thickness  of  the 
stone. 

The  bottom  bed  shall  always  be  the  full  size  pf  stone,  and 
no  stone  shall  have  an  overhanging  top  bed. 

Joints  shall  be  broken  at  least  fifteen  (15)  inches  on  the 
face. 

Stretchers  shall  not  be  less  than  four  (4)  nor  more  than 
seven  (7)  feet  long,  and  stretchers  of  the  same  width  shall  not 


158  ENGINEERING  SPECIFICATIONS. 

be  placed  together  vertically;  but  this  shall  not  be  applied  to 
stretchers  where  headers  come  centrally  between  stretchers. 

Headers  shall  be  at  least  five  (5)  feet  long  wherever  the 
thickness  of  the  pier  permits.  They  shall  be  at  least  three- 
quarters  04)  their  full  width  for  the  whole  length.  There 
shall  be  generally  four  (4)  headers  in  each  side  of  every  course 
between  shoulders  and  never  less  than  three  (3)  and  a  like 
proportion  in  the  curved  ends. 

The  face  lines  of  each  course  shall  be  true,  and  the  rise  as 
fixed  by  the  face  lines  shall  not  vary  anywhere  more  than  one- 
fourth  .(/4)  inch  from  the  true  rise  of  the  course. 

The  upper  and  lower  beds  shall  be  truly  parallel  planes  and 
cut  to  conform  to  the  requirements  for  the  face  lines.  Depres- 
sions of  more  than  one-half  (l/2}  inch  below  the  plane  of  the 
beds  shall  not  exceed  one-tenth  (i-io)  of  the  area  of  the  bed 
in  limestone,  or  one-eighth  (>£)  of  the  area  of  the  ,bed  in 
granite.  There  shall  be  no  depressions  of  more  than  two  (2) 
inches  belcw  the  plane  of  the  beds. 

Joints  shall  be  cut  at  right  angles  to  the  face  and  beds  of 
the  stone  unless  otherwise  shown  on  special  plans.  The  cutting 
for  at  least  twelve  (12)  inches  back  from  the  face  shall  be  the 
same  as  that  required  for  the  beds. 

The  vertical  joints  of  face  stones  shall  not  average  more 
than  one-half  (l/2}  inch  and  shall  not  exceed  three-fourths  (^4) 
inch. 

The  curved  faces  of  the  up-stream  cut-water  of  all  piers 
except  Pier  I  shall  be  fine-pointed,  with  no  projections  exceed- 
ing one-half  (y2)  inch. 

The  copings,  including  those  over  the  pointed  starlings,  shall 
have  all  exposed  surfaces,  including  the  projecting  portion  of 
the  lower  bed,  bush-hammered  with  true  lines  and  surfaces. 

A  four  (4)  inch  draft  line  shall  be  cut  on  all  vertical  angles 
and  around  the  lower  edge  of  the  face  of  the  belting  course. 
The  projecting  portion  of  the  lower  bed  of  the  belting  course 
shall  be  bush-hammered. 

All  other  portions  of  the  piers  shall  have  a  rough  quarry 
face  with  no  projections  exceeding  three  (3)  inches,  the  quarry 
face  to  average  at  least  one  and  one-half  (1^2)  inches  from  the 
pitch  lines  of  the  joints  and  never  to  run  back  from  such  pitch 
lines. 

The  copings  shall  be  cut  with  close  joints  throughout  the 
whole  course,  according  to  special  plans. 

No  grab  holes  shall  be  made  on  the  face  of  the  copings  or 
on  the  pointed  work  of  the  cut-water. 

All  stones  must  be  carefully  cleaned  and  wet  before  setting, 
and  no  mortar  beds  shall  be  laid  until  the  course  below  has 
been  cleaned  and  wet. 


SPECIFICATIONS  FOR  STONE  MASONRY.  159 

Every  stone  shall  be  laid  in  a  full  bed  of  mortar  and  settled 
to  a  proper  bearing,  no  levelers  being  allowed. 

The  vertical  joints  between  stones  shall  be  filled  with  soft 
mortar  worked  in  with  a  trowel  and  a  long  thin  blade  until  the 
joints  are  completely  filled. 

The  joints,  both  horizontal  and  vertical,  shall  be  cleaned  out 
to  a  depth  of  one  and  one-half  (i^)  inches  and  pointed  in  mild 
weather,  the  mortar  to  be  driven  in  hard  with  a  calking  iron 
and  the  surface  finished  with  a  rounded  tool. 

When  masonry  is  laid  in  freezing  weather  such  precautions 
shall  be  taken  to  prevent  the  freezing  of  mortar  before  setting 
as  the  engineer  may  direct. 

The  stones  of  the  curved  up-stream  starlings  of  Piers  II, 
III,  IV,  V  and  VI  shall  be  doweled  into  those  of  the  course 
below  with  one  and  one-eighth  (i*/&)  inch  steel  dowels  extend- 
ing six  (6)  inches  into  each  course,  these  dowels  to  be  placed 
about  ten  (10)  inches  back  from  the  face  and  seven  (7)  inches 
on  each  side  of  each  joint.  The  stones  of  the  upper  course 
shall  be  drilled  through  before  setting,  after  which  the  holes 
shall  be  extended  six  (6)  inches  into  the  course  beneath  ancf 
cleaned  out ;  a  small  quantity  of  mortar  shall  then  be  put  into 
the  hole,  the  dowel  dropped  in  and  pushed  down  and  the  hole 
filled  with  mortar  and  well  rammed.  The  stones  in  the  up- 
stream end  of  the  buttress  of  Pier  VI  and  those  in  the  west 
face  of  the  same  for  a  distance  of  twenty (20)  feet  from  the 
down-stream  end  shall  be  doweled  in  the  same  manner. 

The  joints  of  the  three  courses  below  the  coping  shall  be 
cramped  with  cramps  of  one  (i)  inch  round  steel  sixteen  inches 
(16)  long,  the  ends  put  four  (4)  inches  into  each  stone. 

The  backing,  except  for  three  courses  below  the  coping  shall 
be  of  concrete  of  the  proportions  of  one  ( I )  volume  of  cement 
to  two  and  one-half  (25/2)  volumes  of  sand  and  five  (5) 
volumes  of  broken  stone. 

In  the  three  courses  immediately  under  the  coping  the  back- 
ing shall  be  of  limestone  of  the  same  quality  used  for  face  stone, 
cut  to  the  same  thickness,  and  the  beds  cut  in  the  same  man- 
ner. The  spaces  not  occupied  by  the  large  stones  shall  not  be 
more  than  one-sixth  (1-6)  of  the  area  of  the  course  inside  of 
the  face  stones.  These  spaces  when  large  enough  to  permit 
shall  be  filled  with  concrete  similar  to  that  used  for  backing  in 
the  courses  below.  Joints  too  small  to  be  filled  with  concrete 
shall  be  filled  with  mortar  of  the  same  composition  as  used  for 
setting  face  stone.  The  contractor  shall  submit  to  the  engineer 
for  approval  course  plans  showing  the  dimensions  of  every 
large  backing  stone  in  these  courses.  In  preparing  these  plans 
special  attention  shall  be  given  to  the  bonding  of  the  stones 


160  ENGINEERING  SPECIFICATIONS. 

under  the  bridge  seat  so  that  the  superstructure  load  may  be 
well  distributed  over  the  top  surface  of  the  concrete  backing. 

The  cement  will  be  furnished  by  the  bridge  company,  but 
the  contractor  will  be  held  responsible  for  all  waste  or  injury 
after  it  is  delivered  to  him  from  the  company's  warehouse. 

Sand  for  mortar  or  concrete  shall  be  clean,  sharp,  coarse 
river  sand,  or  other  sand  of  equal  quality  in  the  judgment  of 
the  engineer. 

Broken  stone  shall  be  of  hard,  sound,  clean  limestone.  It 
shall  be  broken  by  machine  and  screened  in  a  rotary  screen 
which  shall  remove  all  dust  and  fragments  which  will  pass 
through  holes  three-eights  («M$)  inch  in  diameter  and  all  pieces 
exceeding  one  and  one-half  (1^2)  inches  in  diameter. 

In  proportioning  materials  for  mortar  and  concrete,  one  (i) 
volume  of  cement  shall  be  taken  to  mean  three  hundred  and 
eighty  (380)  pounds  net;  one  (i)  volume  of  sand  or  broken 
stone  shall  be  taken  to  mean  three  and  one-half  (3^/2)  cubic 
feet  packed  or  shaken  down.  Measurements  of  sand  and 
broken  stone  shall  be  made  in  barrels  or  boxes.  Measurements 
in  wheelbarrows  will  not  be  permitted. 

In  preparing  mortar  the  specified  amounts  of  cement  and 
sand  shall  first  be  mixed  dry  to  a  uniform  color.  The  water 
shall  then  be  added  in  such  a  manner  as  not  to  cause  any  wash- 
ing of  the  cement,  and  the  mixing  proceeded  with  until  the 
mortar  is  thoroughly  mixed  and  uniform  in  appearance. 

Wherever  possible  concrete  shall  be  mixed  with  a  machine 
approved  by  the  engineer.  Preference  will  be  given  to  a  ma- 
chine which  will  mix  concrete  in  batches,  the  cement,  sand  and 
broken  stone,  measured  as  specified  in  paragraph  — ,  placed 
in  the  machine  and  mixed  dry,  the  proper  amount  of  water 
then  added  and  the  mixing  completed. 

When  it  is  impracticable  to  mix  concrete  by  a  machine,  it 
may  be  made  by  hand  with  the  special  permission  of  the  engi- 
neer. The  mixing  shall  be  done  on  a  platform  of  boards  or 
plank  securely  fastened  together.  The  mortar  shall  first  be 
made  as  above  specified.  The  broken  stone,  previously  wetted, 
shall  then  be  added  and  the  mortar  and  stone  turned  over  with 
shovels  until  the  mortar  is  uniformly  distributed  through  the 
mass  and  every  stone  is  coated  with  mortar. 

Concrete  shall  be  deposited  in  the  work  in  such  a  manner 
as  not  to  cause  the  partial  separation  of  the  mortar  and  stone. 
It  shall  be  spread  in  horizontal  layers  from  six  (6)  to  twelve 
(12)  inches  in  thickness  and  thoroughly  rammed.  The  ram- 
mers shall  weigh  at  least  twenty  (20)  pounds ;  the  end  area 
shall  not  exceed  twenty  (20)  square  inches.  The  consistency 
of  the  concrete  shall  be  as  required  by  the  engineer  from  Unit 


SPECIFICATIONS  FOR  STREET  PAVEMENTS,  ETC.       161 

to  time,  but  will  generally  be  such  that  the  concrete  will  quake 
under  hard  ramming. 

No  mortar  or  concrete  shall  be  used  after  it  has  begun  to 
set ;  when  setting  commences  the  material  thus  injured  shall  be 
immediately  wasted.  If  in.  the  opinion  of  the  engineer  the 
contractor  fails  to  take  due  precaution  against  such  injury,  he 
will  charge  to  the  contractor,  and  deduct  from  the  estimates 
the  value  of  the  cement  in  the  wasted  material. 

G.  S.  M. 


SPECIFICATIONS  FOR  STREET  PAVEMENTS  AND 
MATERIALS. 

135.  Specifications  for  Paving  Brick  Tests.  The  essential 
properties  of  a  good  paving  brick  are :  (a)  Strength  to  resist 
cross  breaking;  (b)  strength  to  resist  crushing;  (c)  toughness 
or  strength  to  resist  shocks  and  blows;  (d)  it  must  be  com- 
paratively non-absorbent.  Any  brick  which  possesses  these 
qualities  in  a  high  degree  will  also  resist  abrasion  or  wear  sat- 
isfactorily. 

After  some  twenty  years  experience  in  the  testing  and  use 
of  paving  bricks,  it  has  been  decided  by  the  American  Brick 
Manufacturers'  Association,  and  by  the  committees  of  expert 
engineers  which  have  considered  these  questions: 

First,  that  the  various  kinds  of  strength  enumerated  above 
under  (a),  (&),  and  (c)  can  all  be  satisfactorily  shown  by  the 
rattler  test,  as  described  below. 

Second,  That  while  the  absorption  test  is  useful  for  deter- 
mining the  thoroughness  of  burning  of  a  given  clay,  it  cannot 
be  used  as  a  fixed  criterion  of  rejection  as  between  bricks 
burned  from  different  clays  without  doing  injustice  to  some 
of  them,  since  a  harmless  percentage  of  absorption  with  one 
clay  would  be  a  dangerous  percentage  with  another. 

The  following  standard  rattler  test  of  paving  brick  has  been 
adopted  by  the  American  Brick  Manufacturers'  Association, 
in  conjunction  with  an  advisory  board  of  engineers  (of  which 
the  author  was  a  member),  and  this  specification  is  not  likely 
to  be  materially  changed.  It  is  the  final  result  of  an  elaborate 
11 


1(52  ENGINEERING  SPECIFIC ATIONS. 

series  of  investigations,  extending  over  several  years,  and  with 
various  types  of  apparatus : 

THE  RATTLER  TEST. 

Dimensions  of  the  Machine. — The  standard  machine  shall 
be  28  inches  in  diameter  and  20  inches  in  length,  measured  in- 
side the  rattling  chamber. 

Other  machines  may  be  used,  varying  in  diameter  between 
26  and  30  inches,  and  in  length  from  18  to  24  inches,  but  if 
this  is  done,  a  record  of  it  must  be  attached  to  the  official  re- 
port. Long  rattlers  nvist  be  cut  up  into  sections  of  suitable 
length  by  the  insertion  of  an  iron  diaphragm  at  the  proper 
point. 

Construction  of  the  Machine. — The  barrel  may  be  driven  by 
trunnions  at  one  or  both  ends,  or  by  rollers  underneath,  but  in 
no  case  shall  a  shaft  pass  through  the  rattle^  chamber.  The 
cross-section  of  the  barrel  shall  be  a  regular  polygon,  haying 
fourteen  sides.  The  heads  shall  be  composed  of  gray  cast  iron, 
not  chilled  nor  case-hardened.  The  staves  shall  preferably  be 
composed  of  steel  plates,  as  cast  iron  peans  and  ultimately 
breaks  under  the  wearing  action  on  the  inside.  There  shall  be 
a  space  of  one-fourth  of  an  inch  between  the  staves  for  the 
escape  of  the  dust  and  small  pieces  of  waste. 

Other  machines  may  be  used  having  from  twelve  to  sixteen 
staves,  with  openings  from  one-eighth  to  three-eights  of  an 
inch  between  staves,  but  if  this  is  done  a  record  of  it  must  be 
attached  to  the  official  report  of  the  test. 

Composition  of  the  Charge. — All  tests  must  be  executed  on 
charges  containing  but  one  make  of  paving  material  at  a  time. 
The  charge  shall  be  composed  of  the  brick  to  be  tested  and  iron 
abrasive  material.  The  brick  charge  shall  consist  of  that  num- 
ber of  whole  bricks  or  blocks  whose  combined  volume  most 
nearly  amounts  to  1,000  cubic  inches,  or  8  per  cent,  of  the  cubic 
contents  of  the  rattling  chamber.  (Nine,  ten  or  eleven  are 
the  number  required  for  the  ordinary  sizes  on  the  market.) 
The  abrasive  charge  shall  consist  of  300  pounds  of  shot  made 
of  ordinary  machinery  cast  iron.  This  shot  shall  be  of  two 
sizes,  as  described  below,  and  the  shot  charge  shall  be  composed 
of  one-fourth  (75  pounds)  of  the  larger  size  and  three-fourth 
(225  pounds)  of  the  smaller  size. 

Size  of  the  Shot. — The  larger  size  shall  weigh  about  seven 
and  one-half  pounds  and  be  about  two  and  one-half  inches 
square  and  four  and  one-half  inches  long,  with  slightly  rounded 
edges.  The  smaller  size  shall  be  one  and  one-half  inch  cubes, 
weighing  about  seven-eighths  of  a  pound  each,  with  square 
corners  and  edges.  The  individual  shot  shall  be  replaced  by 


SPECIFICATIONS  FOR  STREET  PAVEMENTS,  ETC.       163 

new  ones  when  they  have  lost  one-tenth  of  their  original 
weight. 

Revolutions  of  the  Charge. — The  number  of  revolutions  of 
the  standard  test  shall  be  1,800,  and  the  speed  of  rotation  shall 
not  fall  below  28  nor  exceed  30  per  minute.  The  belt  power 
shall  be  sufficient  to  rotate  the  rattler  at  the  same  speed  whether 
charged  or  empty. 

Condition  of  the  Charge. — The  bricks  composing  a  charge 
shall  be  thoroughly  dried  before  making  the  test. 

The  Calculation  of  the  Results. — The  loss  shall  be  calculated 
in  percentages  of  the  weight  of  the  dry  brick  composing  the 
charge,  and  no  results  shall  be  considered  as  official  unless  it 
is  the  average  of  two  distinct  and  complete  tests,  made  on 
separate  charges  of  brick. 

136.  Specifications  for  Brick  Paving.  The  specifications 
in  this  and  the  following  articles  for  various  kinds  of  wearing 
surfaces  of  street  pavements  are  taken  from  the  standard 
specifications  used  in  the  city  of  St.  Louis.  In  these  specifica- 
tions all  the  general  clauses  and  also  all  detailed  description  oi 
the  grading,  curb,  gutter,  and  foundation  will  be  omitted,  since 
it  is  the  intention  to  include  in  them  only  that  portion  of  the 
specification  describing  the  wearing  surface. 

In  this  specification  for  brick  pavement,  after  describing  the 
curbing,  preparation  of  the  roadbed,  which  involves  a  thor- 
ough rolling  with  a  steel  roller,  weighing  not  less  than  ten 
tons,  or  three  hundred  pounds  per  lineal  inch  of  roller ;  also  the 
concrete  foundation  of  six  inches  in  depth,  the  following  speci- 
fication is  given  for 

WEARING  SURFACE. 

Upon  the  foundation  of  concrete  shall  be  laid  a  bed  of  coarse, 
screened  sand,  about  two  inches  in  thickness  when  compacted, 
to  serve  as  a  bed  for  the  bricks.  Upon  this  base  of  sand  a 
pavement  of  the  best  quality  of  vitrified  paving  brick  shall  be 
laid.  Great  care  must  be  taken  to  have  the  surface  of  this 
sand  layer  exactly  parallel  to  the  desired  street  surface  after 
completion.  To  accomplish  this  a  wooden  screed  must  be  used 
whose  lower  side  is  cut  out  to  the  proper  curve  by  computing 
a  sufficient  number  of  ordinates.  The  screed  will  rest  on  one 
end  on  top  of  the  curb  and  will  reach  to  the  center  of  the  street 
or  railroad  track,  where  it  will  rest  on  a  carefully  adjusted 
piece  of  scantling  or  on  the  top  of  rail  respectively.  It  shall 
then  be  properly  weighted  and  drawn  along  slowly ;  an  almost 


164  ENGINEERING  SPECIFICATIONS. 

perfect  sand  grade  will  thus  be  obtained.  No  hand  luting  will 
be  permitted  except  where  the  use  of  screed  is  impossible.  The 
bricks  shall  not  be  less  than  eight  inches  nor  more  than  nine 
inches  long,  not  less  them  two  and  one-half  inches  nor  more 
than  three  inches  wide,  not  less  than  four  inches  nor  more 
than  four  and  one-half  inches  deep,  with  rounded  edges  with  a 
radius  of  three-eighths  of  an  inch.  Said  brick  shall  be  of  the 
kind  known  as  "repressed"  brick,  and  shall  be  repressed  to 
produce  a  mass  free  from  internal  flaws,  cracks  or  laminations. 

The  bricks  shall  be  free  from  lime  or  other  impurities  that 
will  injuriously  affect  them  when  immersed  in  water,  uniform 
in  size  and  quality,  and  thoroughly  burned  and  annealed. 

All  bricks  so  distorted  in  burning,  or  with  such  prominent 
kiln  marks  as  to  produce  an  uneven  pavement,  shall  be  rejected. 

Each  bidder  shall  submit  one  hundred  bricks,  which  shall 
be  subjected  to  such  physical  tests  as  may,  in  the  opinion  of 
the  street  commissioner,  be  necessary  to  determine  their  qual- 
ity and  suitability  for  the  work. 

To  secure  uniformity  in  bricks  of  approved  manufacture,  de- 
livered for  use,  the  following  tests  shall  be  made : 

1.  They  shall  show  a  modulus  of  rupture  in  cross-breaking 
of  not  less  than  two  thousand  pounds  per  square  inch. 

2.  Specimen  bricks  shall  be  placed  in  the  machine  known  as 
a  "rattler"  twenty-eight    inches    in    diameter,  making  thirty 
revolutions  per  minute.       The  number    of    revolutions  for    a 
standard  test  shall  be  eighteen   hundred,  and  if  the  loss  of 
weight  by  abrasion  or  impact  during  such  test  shall  exceed 
twenty-five  per  cent,  of  the  original  weight  of  the  bricks,  then 
the  bricks  shall  be  rejected.     An  official  test  to  be  the  average 
of  two  of  the  above  tests. 

3.  They  shall  not  absorb  more  than  two  per  cent,  of  their 
own  weight  of   water  after   being    immersed    for   forty-eight 
hours :  this  test  to  be  made  after  bricks  have  been  broken  and 
passed  through  the  rattler. 

No  bid  contemplating  the  use  of  rejected  brick  shall  be  en- 
tertained. 

Samples  may  be  submitted  by  manufacturers,  in  which  case 
the  bidder  proposing  to  use  brick  of  such  manufacture  will  not 
be  required  to  submit  samples.  The  quality  of  brick  furnished 
must  conform  to  the  samples  presented  by  the  manufacturers 
and  kept  in  the  office  of  the  street  commissioner.  The  street 
commissioner  reserves  the  right  to  reject  any  and  all  bricks, 
which,  in  his  opinion,  do  not  conform  to  the  above  specifica- 
tions. Any  brick  may  have  a  proper  shrinkage,  but  shall  not 
differ  materially  in  size  from  the  accepted  samples  of  the  same 
make,  nor  shall  they  differ  greatly  in  color  from  the  natural 
color  oi  the  well-burned  brick  of  its  class  and  manufacture. 


SPECIFICATIONS  FOR  STREET  PAVEMENTS,  ETC.       165 

No  bats  or  broken  bricks  shall  be  used,  except  at  the  curbs 
or  gutter  as  the  case  may  be,  where  nothing  less  than  a  halt 
brick  shall  be  used  to  break  joints.  The  bricks  to  be  laid  in 
straight  lines  and  all  joints  broken  by  a  lap  of  at  least  two 
inches,  to  be  set  on  edge  on  the  sand  as  closely  and  compactly 
as  possible  and  at  right  angles  with  the  line  of  the  curb  or 
gutter,  as  the  case  may  be,  except  at  street  intersections,  where 
they  are  to  be  laid  as  the  street  commissioner  may  direct. 

The  pavement  to  be  surfaced  up  by  a  thorough  rolling  with 
a  steam  roller  weighing  not  less  than  three  nor  more  than  six 
tons,  and  when  completed  to  conform  to  the  true  grade  and 
cross-sections  of  the  roadway.  Wherever  a  roller  cannot  be 
used,  the  pavement  to  be  thoroughly  rammed  two  or  three 
times  with  a  paver's  rammer  weighing  not  less  than  seventy- 
five  pounds. 

An  expansion  joint  one  inch  in  width  shall  be  placed  on  each 
side  of  the  roadway  against  the  curb  or  outer  edge  of  gutter, 
as  the  case  may  be.  This  joint,  about  four  inches  in  depth, 
shall  be  filled  with  pitch,  heated  to  a  temperature  of  three  hun- 
dred degrees,  Fahrenheit,  to  within  one-half  inch  of  surface  of 
pavement;  the  remaining  one-half  inch  to  receive  a  dressing 
of  clean,  coarse  sand. 

All  joints  in  the  pavement  shall  be  completely  filled  with 
Portland  cement  grout. 

The  grout  shall  be  mixed  in  portable  boxes  in  the  proportion 
of  one  part  cement  to  one  part  sand.  Not  more  than  one  ordi- 
nary water  bucket  full  of  cement  with  the  same  amount  of  fine 
sand  shall  be  mixed  at  a  time.  The  cement  and  sand  to  be 
thoroughly  mixed  dry  until  no  streaks  appear  in  the  mixture, 
then  sufficient  water  to  be  added  to  make  the  grout  of  proper 
fluidity,  when  properly  stirred.  The  grout  shall  be  transfei  red 
to  the  pavement  in  scoop  shovels  and  rapidly  swept  into  the 
joints  by  steel  brooms.  During  this  procedure  the  grout  re- 
maining in  the  box  must  be  constantly  stirred  in  order  to  pre- 
vent a  separation  of  the  sand  from  the  cement.  After  the 
grouting  of  the  pavement  has  been  completed  the  newly  finished 
work  must  be  kept  from  traffic  by  putting  up  substantial  block- 
ades and  if  deemed  necessary  by  watchmen  stationed  to  protect 
the  barricades.  This  blockade  must  be  kept  up  for  at  least 
seven  days  after  the  grout  is  applied. 

The  surface  of  the  pavement,  when  completed,  shall  be  cov- 
ered with  one-half  inch  of  clean,  coarse  sand  of  approved 
quality,  which,  with  all  dirt,  shall  be  removed  from  the  pave- 
ment and  sewer  inlets  by  or  at  the  expense  of  the  contractor  at 
such  time  before  the  final  acceptance  of  the  work  as  the  street 
commissioner  may  direct.  St.  L. 


166  ENGINEERING  SPECIFICATIONS. 

Following  the  above  specification  is  a  "maintenance  clause," 
similar  to  that  given  in  the  following  article,  providing  for  the 
maintenance  of  the  pavement  in  good  repair  for  a  period  of 
nine  years.1  The  contract  price  provided  also  for  an  annual 
sum  to  be  paid  for  maintenance,  and  the  bond  given  by  the  con- 
tractor covered  the  maintenance,  as  well  as  the  original  con- 
struction. 

The  tests  to  which  the  brick  are  submitted  under  this  specif; 
cation  are  the  same  as  those  given  in  Art.  133. 

137.  Specification  for  Asphaltum  Pavement.  After  de- 
scribing the  preparation  of  the  roadbed,  curbing,  concrete  foun- 
dation, having  a  depth  of  five  inches,  etc.,  the  following  specifi- 
cations of  the  asphaltum  body  and  wearing  surface  are  em- 
ployed : 

BINDER. 

The  second  or  binder  course  will  consist  of  a  fine  bitumin- 
ous concrete  composed  of  clean  broken  stone,  slag  or  gravel, 
not  exceeding  one  and  one-half  (i^)  inches  in  their  largest 
dimensions,  thoroughly  screened,  and  asphaltic  cement  made 
from  lake  asphalt,  as  below  described.  The  stone,  slag  01 
gravel,  will  be  heated  by  passing  through  revolving  heaters 
and  thoroughly  mixed  by  machinery  with  the  asphaltic  cement 
in  the  proportion  of  not  less  than  fifteen  (15)  gallons  of  the 
asphaltic  cement  to  one  (i)  cubic  yard  of  stone,  slag  or  gravel. 
The  mixture  will  be  so  made  that  the  resulting  binder  has  life 
and  gloss  without  an  excess  of  cement.  Should  it  appear  dull 
from  over-heating  or  lack  of  cement  it  will  be  rejected.  This 
binder  will  be  hauled  to  the  work  and  spread  on  the  base  with 
hot  iron  rakes,  and  immediately  rammed  and  rolled  with  hand 
and  steam  rollers,  while  in  a  hot  and  plastic  condition,  until  it 
has  a  thickness  of  one  and  one-half  (1^2)  inches.  The  upper 
surface  will  be  made  exactly  parallel  with  surface  of  the  pave- 
ment to  be  laid. 

WEARING    SURFACE. 

Upon  this  binder  course  thus  prepared  shall  be  laid  a  wear- 
ing surface  or  pavement  proper,  the  basis  of  which  shall  be 
composed  of  lake  asphalt  unmixed  with  any  of  the  products  of 
coal  tar,  of  a  nature  and  quality  proved  to  be  durable  and 
proper  by  having  been  in  successful  use  in  roadway  pavements 

1  This  clause  was  declared  illegal  under  the  former  charter,  but  is  now  (1902)  enforced 
under  a  new  charter  amendment  which  provides  for  a  "guarantee"  and  for  keeping 
the  pavement  in  repair  for  a  term  of  years. 


SPECIFICATIONS  FOR  STREET  PAVEMENTS,  ETC       167 

in  one  or  more  cities  of  the  United  States  for  a  period  of  at 
least  two  years  and  in  an  amount  greater  than  five  thousand 
square  yards  in  each  of  said  cities. 

The  wearing  surface  shall  be  composed  of — 

1st.  Refined  lake  asphaltum. 

2d.    Heavy  petroleum  oil. 

3d.    Clean  sharp  sand. 

4th.  Fine  powder  of  carbonate  of  lime. 

Refined  asphalt  shall  be  smooth  and  free  from  lumps  of  un- 
melted  pitch  or  organic  matter  not  bituminous.  It  shall  not 
at  any  time  reach  a  temperature  over  375  degrees  Fahrenheit. 
The  asphaltic  cement  shall  be  prepared  from  such  refined 
asphalt  as  may  be  approved  by  the  street  commissioner,  and 
suitable  heavy  petroleum  oil  or  other  approved  solvent. 

The  heavy  petroleum  oil,  which  may  be  the  residuum  by  dis- 
tillation of  the  petroleum  oils  as  found  in  the  market,  generally 
contains  water,  light  oils,  coke,  and  a  gummy  substance  soluble 
in  water.  This  petroleum  oil  is  freed  from  all  impurities  and 
brought  to  a  specific  gravity  of  from  18  degrees  to  22  degrees 
Beaume,  and  a  fire  test  of  250  degrees  Fahrenheit. 

To  the  melted  asphalt,  at  a  temperature  of  not  over  325 
degrees  Fahrenheit,  the  oil,  after  having  been  heated  to  at  least 
150  degrees  Fahrenheit,  is  to  be  added  in  suitable  proportions 
to  produce  an  asphalt  cement.  To  accomplish  this,  from  15  to 
21  pounds  of  oil  per  100  of  refined  asphalt  will  be  required. 
As  soon  as  the  oil  has  begun  to  be  added,  suitable  agitation,  by 
means  of  an  air  blast  or  other  acceptable  appliances,  will  com- 
mence and  be  continued  till  a  homogeneous  cement  is  produced. 
The  appliances  for  agitation  shall  be  such  as  to  accomplish 
this  in  at  least  ten  hours,  during  which  the  temperature  shall 
be  kept  at  from  290  degrees  to  325  Fahrenheit,  and  no  higher. 
If  the  cement  then  appears  homogeneous  and  free  from  lumps 
and  from  inequalities,  as  shown  by  samples  from  different  parts 
of  the  still,  it  may  be  used.  Should  it  not  prove  homogeneous, 
such  deficiencies  as  may  exist  shall  be  corrected  by  the  addition 
of  hot  oil  or  melted  asphalt,  in  the  necessary  proportion. 

They  shall  be  mixed  in  the  following  proportions  by  weight : 

Pure  asphalt 109  parts 

Heavy  petroleum  oil 15  to  20  parts 

The  asphaltic  cement  being  made  in  the  manner  above  de- 
scribed, the  pavement  mixture  shall  be  formed  of  the  following 
materials,  and  in  proportion  stated : 

Asphaltic  cemen* from  12  io  15 

Sand from  83  to  70 

Pulverized  carbonate  of  lime from    5  to  15 

100     100 


168  ENGINEERING  SPECIFIC ATIONS. 

Limestone  dust  shall  be  an  impalpable  powder  of  carbonate 
of  lime,  the  whole  of  which  will  pass  a  3O-mesh  screen,  and  at 
least  75  per  cent,  pass  a  loo-mesh  screen. 

The  sand  and  asphaltic  cement  are  heated  separately  to  about 
three  hundred  degrees  Fahrenheit.  The  pulverized  carbonate 
of  lime,  while  cold,  is  mixed  with  the  hot  sand  in  the  required 
proportions,  and  is  then  mixed  with  the  asphaltic  cement  at 
the  required  temperature,  and  in  the  proper  proportion,  in  a 
suitable  apparatus,  which  will  effect  a  perfect  mixture. 

The  pavement  mixture,  prepared  in  the  manner  thus  indi- 
cated, shall  be  laid  on  the  foundation.  It  shall  then  be  care- 
fully spread,  by  means  of  hot  iron  rakes,  in  such  manner  as  to 
give  a  uniform  and  regular  grade,  and  to  such  depth  that  after 
having  received  its  ultimate  compression,  it  shall  have  a  thick- 
ness of  two  inches.  The  surface  shall  then  be  compressed  by 
rollers;  after  which  a  small  amount  of  hydraulic  cement  shall 
be  swept  over  it,  and  it  shall  then  be  thoroughly  compressed 
by  a  steam  roller,  weighing  not  less  than  ten  (10)  tons,  in  or- 
der to  get  a  thoroughly  compressed  wearing  surface,  the  rolling 
being  continued  as  long  as  it  makes  an  impression  on  the 
surface. 

The  powdered  carbonate  of  lime  shall  be  of  such  degree  of 
fineness  that  5  to  15  per  centum  by  weight  of  the  entire  mix- 
ture for  the  pavement  shall  be  an  impalpable  powder  of  lime- 
stone, and  the  whole  of  it  shall  pass  a  No.  26  screen.  The 
sand  shall  be  of  such  size  that  none  of  it  shall  pass  a  No.  80 
screen,  and  the  whole  of  it  pass  a  No.  10  screen. 

In  order  to  make  the  gutters,  which  are  consolidated  but 
little  by  traffic,  entirely  impervious  to  water,  a  width  of  twelve 
inches  next  to  curb  shall  be  coated  with  hot,  pure  asphalt  and 
smoothed  with  hot  smoothing  irons,  in  order  to  saturate  the 
pavement  to  a  certain  depth  with  an  excess  of  asphalt 


TOOLS    AND    SAMPLES    OF    MATERIALS. 

The  contractor  shall  furnish  and  have  on  the  line  of  work 
at  all  times,  a  complete  and  sufficient  plant  of  tools,  rollers, 
carts,  etc.,  as  may  be  determined  by  the  street  commissioner, 
to  carry  on  the  work  in  an  expeditious  and  workmanlike  man- 
ner, also  furnish  samples  of  the  crude  lake  asphalt  to  be  used 
in  the  work,  properly  labeled,  also  samples  of  the  wearing  sur- 
faces as  prepared  for  use,  and  the  statement  of  the  amount  of 
each  material  used  in  making  up  the  pavement  mixtures,  when 
called  for  by  the  street  commissioner. 

In  order  that  the  asphalt  may  be  fully  tested,  each  bidder 
must  deposit  with  the  street  commissioner,  at  least  three  days 


SPECIFICATIONS  FOR  STREET  PAVEMENTS,  ETC.       169 

before  making  his  bid,  samples  of  materials  he  intends  to  use, 
together  with  certificates  and  statements  as  follows : 

1.  A  specimen  of  the  crude  asphaltum  not  less  than  five  (5) 
pounds   in  weight  with  a  certificate  stating  the  place  from 
whence  the  asphaltum  was  taken. 

2.  A  specimen  of  the  asphaltic  cement  not  less  than  five  (5) 
pounds  in  weight  with  a  statement  of  its  composition,  and  also 
a  statement  of  the  composition  of  the  proposed  wearing  surface. 

3.  A  sample  of  the  pavement  surface  showing  the  asphalt 
after  two  years'  actual  use  in  a  street,  said  sample  to  be  not 
less  than  one  foot  square  and  to  be  accompanied  by  a  certificate 
from  the  proper  city  official  showing  the  time  during  which 
said  pavement  has  been  in  use  on  the  street  on  which  it  was 
laid,  and  the  certificate  shall  further  show  that  the  pavement 
from  which  the  sample  is  taken,  or  similar  pavement,  has  been 
in  successful  use  on  one  or  more  roadways  in  said  city  for  a 
period  longer  than  two  years,  and  in  an  amount  greater  than 
five  thousand  (5,000)  square  yards. 

4.  A  statement  of  the  location  and  the  capacity  in  square 
yards  per  day  of  the  works  or  factory  where  the  paving  mate- 
rial is  to  be  prepared. 

Specimens  must  be  furnished  to  the  street  department  as 
often  as  may  be  required  during  the  progress  of  the  work. 

MAINTENANCE. 

The  said ,  party  of  the  first  part,  expressly  guarantees 

to  maintain  at  grade  and  surface  in  good  order  the  aforesaid 
work  of  reconstruction  throughout  and  at  the  end  of  the  full 
period  of  nine  years,  commencing  one  year  after  the  said  work 
of  reconstruction  is  completed  and  accepted,  and  binds  him- 
self, his  heirs  and  assigns  to  make  all  repairs  which  may  from 
any  imperfection  in  said  work  or  materials  or  from  any  rotting, 
crumbling  or  disintegration  of  the  materials,  become  necessary 
within  that  time ;  and  the  party  of  the  first  part  shall,  when- 
ever notified  by  the  street  commissioner  that  repairs  are  re- 
quired, at  once  make  such  repairs  at  his  own  expense,  and  if 
they  are  not  made  within  the  proper  time,  the  street  commis- 
sioner shall  have  power  to  cause  such  repairs  to  be  made,  and 
the  cost  thereof  shall  be  paid  out  of  the  fund  provided  for  the 
payment  of  contracts  for  street  maintenance,  and  the  amount 
shall  be  deducted  from  any  money  then  due  under  the  contract, 
or  which  may  thereafter  become  due.  At  the  end  of  the  nine- 
year  period  the  street  commissioner  must  determine  whether  or 
not  the  street  is  in  good  order  at  grade  and  surface,  and  the 
principal  and  his  sureties  under  this  contract  shall  not  be  dis- 
charged from  liability  on  their  maintenance  bond  hereunder 


170  ENGINEERING  SPECIFIC ATIONa 

until  the  street  commissioner  shall  so  determine  and  certify 
thereto  in  writing  to  the  principal  under  this  contract.  And 
it  is  further  expressly  agreed,  that  if  at  any  time  during  the 
term  for  which  the  contract  for  the  maintenance  of  the  above 
street  is  in  force,  the  pavement  of  said  street,  or  any  part  there- 
of, has  deteriorated  to  such  an  extent  as  to  require,  in  the 
opinion  of  the  board  of  public  improvements,  reconstruction, 
the  street  commissioner  shall,  with  the  approval  of  the  board 
of  public  improvements  and  of  the  mayor,  notify  the  contractor 
that  reconstruction  is  necessary,  and  the  contractor  shall, 
within  three  months  after  receiving  such  notice,  reconstruct 
the  whole  or  such  part  of  the  pavement  with  the  same  kind 
of  material  as  heretofore  applied,  or  with  some  otlier  material 
approved  by  the  board  of  public  improvements.  And  if  the 
contractor  fails  to  reconstruct  the  street  within  three  months 
after  having  been  notified,  the  board  of  public  improvements 
may,  with  the  approval  of  the  mayor,  cancel  the  contract  and 
relet  the  work  of  reconstructing  the  pavement,  and  that  the 
cost  of  such  reconstruction  shall  be  paid  by  the  city  and  the 
amount  collected  by  suit  from  the  contractor  or  his  sureties, 
not  to  exceed  fifteen  dollars  per  square  of  pavement,  included 
in  the  contract. 

And  it  is  further  agreed  that  whenever  any  repairs  of  the 
street  are  made  necessary  from  the  construction  of  sewers,  the 
laying  of  pipes  or  telegraph  wires,  or  from  any  other  disturb- 
ance of  the  pavement  b}  parties  acting  under  permits  issued  by 
the  city,  the  contractor  shall  on  notification  from  the  street 
commissioner,  immediately  make  all  necessary  repairs  in  con- 
formity with  the  specifications  for  this  class  of  work.  The  cost 
of  all  such  repairs,  exclusive  of  trenching  and  back  filling, 
which  shall  be  done  by  the  parties  who  hold  the  permits,  and 
in  the  same  manner  as  now  required  by  existing  ordinances, 
shall  be  paid  for  at  the  full  contract  price  for  a  superficial 
square  of  new  pavement  out  of  the  fund  set  apart  for  the  pay- 
ment of  contracts  for  the  maintenance  of  streets,  and  the 
amount  shall  be  certified  by  the  street  commissioner  to  the 
auditor,  who  shall  reimburse,  by  transfer,  the  aforesaid  fund 
from  the  funds  of  the  proper  department,  if  the  repairs  were 
made  necessary  by  the  construction  of  any  public  improvement ; 
and  out  of  the  funds  to  be  deposited  by  persons  obtaining  per- 
mits for  opening  streets  before  such  permits  are  granted,  if  the 
repairs  are  made  necessary  by  work  done  under  such  permits. 
And  it  is  agreed  that  the  contractor  shall  have  the  right  to 
make  all  repairs  which  become  necessary  by  the  construction 
of  any  public  improvement  or  work  done  by  private  parties 
under  permits  given  by  the  c?  St.  L. 


SPECIFICATIONS  FOR  STREET  PAVEMENTS,  ETC.       171 

138.  Specification  for  Asphalt  Pavement.  The  following 
specification  for  asphalt  pavement  was  prepared  in  1892  for 
the  department  of  public  parks,  of  New  York  city  (and  incor- 
porated by  Mr.  A.  P.  Boiler),  for  such  a  pavement  upon  the 
new  Harlem  river  bridge  at  One  Hundred  and  Fifty-fifth 
street,  New  York.  It  probably  embodies  the  latest  and  most 
approved  methods  of  making  such  a  pavement,  and  so  far  as 
it  is  applicable  to  ordinary  street  pavements,  it  might  be  fol- 
lowed with  advantage : 

The  subsurface  must  then  be  brought  to  a  uniform  grade 
and  cross-section  not  to  exceed  a  crown  of  three  inches  in  width 
of  roadway  by  filling  all  depressions  with  a  fine  bituminous 
concrete  or  binder,  to  be  composed  of  clean,  broken  stone  not 
exceeding  one  inch  in  their  largest  dimensions,  thoroughly 
screened,  and  coal  tar  residuum,  commonly  known  as  No.  4 
paving  composition. 

If  required  by  the  department  of  public  parks,  clean,  sharp 
sand  may  replace  a  portion  of  the  broken  stone. 

The  stone  or  stone  and  sand  must  be  heated  by  passing 
through  revolving  heaters,  and  thoroughly  mixed  by  machinery 
with  the  paving  composition  in  the  proportion  of  one  (i)  gal- 
lon of  paving  composition  to  one  (i)  cubic  foot  of  stone. 

This  binder  must  be  hauled  to  the  work  and  spread  with 
hot  iron  rakes  in  all  holes  or  inequalities  and  depressions  be- 
low the  true  grade  of  the  pavement,  to  such  thickness  that 
after  being  thoroughly  compacted  by  tamping  and  hand  rowing 
the  surface  shall  have  a  uniform  grade  and  cross-section,  and 
the  thickness  of  the  binder  at  any  point  shall  be  not  less  than 
three  quarters  of  an  inch. 

The  upper  surface  shall  be  exactly  parallel  with  the  surface 
of  the  pavement  to  be  laid. 

Upon  this  foundation  must  be  laid  the  wearing  surface  or 
paving  proper,  the  basis  of  which  or  paving  cement  must  be 
pure  asphaltum,  unmixed  with  any  of  the  products  of  coal  tar. 

The  wearing  surface  must  be  composed  of : — 

1.  Refined  asphaltum. 

2.  Heavy  petroleum  oil. 

3.  Fine  sand,  containing  not  more  than  one  per  centum  of 
hydro-silicate  of  alumina. 

4.  Fine  powder  of  carbonate  of  lime. 

The  asphaltum  must  be  specially  refined  and  brought  to  a 
uniform  standard  of  purity  and  gravity  of  a  quality  to  be  ap- 
proved by  the  engineer. 

The  heavy  petroleum  oil  must  be  freed  from  all  impurities 


172  ENGINEERING  SPECIFICATIONS. 

and  brought  to  a  specific  gravity  of  from  eighteen  to  twenty- 
two  degrees  Beaume,  and  a  fire  test  of  two  hundred  and  fifty 
degrees  Fahrenheit. 

From  these  two  hydro-carbons  shall  be  manufactured  an 
asphaltic  cement  which  shall  have  a  fire  test  of  two  hundred 
and  fifty  degrees  Fahrenheit,  and  at  a  temperature  of  sixty 
degrees  Fahrenheit  shall  have  a  specific  gravity  of  1.19,  said 
cement  to  be  composed  of  one  hundred  parts  of  pure  asphalt 
and  from  fifteen  to  twenty  parts  of  heavy  petroleum  oil. 

The  asplialtic  cement  being  made  in  the  manner  above  de- 
scribed, the  pavement  mixture  will  be  formed  of  the  follow- 
ing materials,  and  in  the  proportions  stated : 

Asphaltic  cement , from  12  to  15 

Sand from  83  to  70 

Pulverized  carbonate  of  lime from     5  to  1 5 

The  sand  and  asphaltic  cement  are  to  be  heated  separately 
to  about  three  hundred  degrees  Fahrenheit.  The  pulverized 
carbonate  of  lime,  while  cold,  shall  be  mixed  with  the  hot  sand 
in  the  required  proportions,  and  then  mixed  with  the  asphaltic 
cement  at  the  required  temperature,  and  in  the  proper  propor- 
tion, in  a  suitable  apparatus,  which  will  effect  a  perfect  mixture. 

The  pavement  mixture  prepared  in  the  manner  thus  indi- 
cated must  be  brought  to  the  ground  in  carts  at  a  temperature 
of  about  two  hundred  and  fifty  degrees  Fahrenheit,  and  if  the 
temperature  of  the  air  is  less  than  fifty  degrees,  iron  carts,  with 
heating  apparatus,  must  be  used  in  order  to  maintain  the  proper 
temperature  of  the  mixture;  it  shall  then  be  carefully  spread 
by  means  of  hot  iron  rakes,  in  such  manner  as  to  give  a  uni- 
form and  regular  grade,  and  to  such  depth  that  after  having 
received  its  ultimate  compression,  it  will  have  a  thickness  of 
two  inches  at  crown  of  roadway,  tapering  off,  if  required,  to 
about  one  inch  at  gutters.  The  surface  shall  then  be  com- 
pressed by  hand  rollers,  after  which  a  small  amount  of  hydrau  - 
lie  cement  shall  be  swept  over  it,  and  it  shall  then  be  thor- 
oughly compressed  by  a  steam  roller  weighing  not  less  than 
two  hundred  and  fifty  pounds  to  the  inch  run ;  the  rolling  to  be 
continued  for  not  less  than  five  hours  for  every  one  thousand 
yards  of  surface. 

The  powdered  carbonate  of  lime  must  be  of  such  degree  of 
fineness  that  five  to  fifteen  per  centum  by  weight  of  the  entire 
mixture  for  the  pavement  shall  be  of  an  impalpable  powder  of 
limestone,  and  the  whole  of  it  shall  pass  a  No.  26  screen.  The 
sand  must  be  of  such  size  that  none  of  it  shall  pass  a  No.  80 
screen,  and  the  whole  of  it  must  pass  a  No.  10  screen. 

In  order  to  make  the  gutters,  which  are  consolidated  but 
little  by  traffic,  entirely  impervious  to  water,  a  width  of  twelve 
inches  next  the  curb  must  be  coated  with  hot,  pure  asphalt 


SPECIFICATIONS  FOR  STREET  PAVEMENTS,  EiC.       173 

« 

and  smoothed  with  hot  smoothing  irons  in  order  to  saturate  the 
pavement  to  a  certain  depth  with  an  excess  of  asphalt. 

If  rock  asphalt  be  used,  it  must  be  natural  bituminous  lime- 
stone rock :  ( I )  from  the  Sicilian  mines  at  Ragusa,  equal  in 
quality  and  composition  to  that  mined  by  the  United  Limmer 
&  Ver  Wohle  Rock  Asphalte  Company,  Limited ;  (2)  from  the 
Swiss  mines  at  Val  de  Travers,  equal  in  quality  and  composition 
to  that  mined  by  the  Neuchatel  Rock  &  Asphalte  Company, 
Limited,  or  (3)  from  the  French  mines  at  Seyssel,  equal  in 
quality  and  composition  to  that  mined  by  the  Compagnie 
Generate  des  Asphaltes  de  France,  and  it  shall  be  prepared  and 
laid  as  follows : 

(i)  The  lumps  of  rock  shall  be  finely  crushed  and  pulverized  ; 
the  powder  shall  then  be  passed  through  a  fine  sieve.  Nothing 
v/hatever  shall  be  added  to  or  taken  from  the  powder  obtained 
by  grinding  the  bituminous  rock.  The  powder  shall  contain 
from  nine  to  twelve  per  cent,  natural  bitumen,  eighty-eight  to 
ninety-one  per  cent,  pure  carbonate  of  lime,  and  must  be  free 
from  quartz,  sulphates,  iron  pyrites,  or  aluminum.  (2)  This 
powder  shall  be  heated  in  a  suitable  apparatus  to  two  hundred 
or  two  hundred  and  fifty  degrees  Fahrenheit,  and  must  be 
brought  to  the  ground  at  such  temperature  In  carts  made  for 
the  purpose,  and  then  carefully  spread  on  the  foundation  pre- 
viously prepared,  to  such  depth  that,  after  having  received  its 
ultimate  compression,  it  will  have  a  thickness  of  two  inches. 

(3)  It  shall    be  skilfully  compressed  by  heated  rammers  and 
rolled  until  it  shall  have  the  required  thickness  of  two  inches. 

(4)  The  surface  to  be    rendered    perfectly  even  by  heated 
smoothers,  and  to  be  rolled -with  a  ste?m  roller  weighing  not 
less  than  two  hundred  and  fifty  pounds  to  the  inch  run,  the 
rolling  to  continue  for  not  less  than  five  hours  for  each  one 
thousand  yards  of  surf  ace.  A.  P.  B. 

139.  Specification  for  Granite  Pavement.  The  following 
specification  for  granite  pavement  is  that  used  in  the  city  of 
Milwaukee  so  far  as  the  granite  paving  is  concerned.  These 
granite  blocks  are  la:d  upon  a  concrete  foundation  six  inches 
thick,  and  this  latter  upon  a  carefully  prepared  surface  which 
has  been  thoroughly  rolled  with  a  heavy  roller.  The  concrete 
is  made  of  natural  cement  one  part,  sand  two  parts,  and  broken 
stone  five  parts.  On  this  is  spread  a  sand  cushion  two  inches 
thick  when  compacted,  on  which  the  granite  blocks  are  laid : 

Granite  Block  Paving. — The  blocks  must  consist  of  a  hard 
granite  uniform  in  grain  and  texture,  without  lamination  or 
stratification  and  free  from  excess  of  mica  or  feldspar. 
Neither  hard  basaltic  stone  that  will  take  a  smooth  polish  under 


174:  ENGINEERING  SPECIFICATION& 

traffic,  nor  soft  or  weather  worn  stones  nor  syenite  will  be  ac- 
cepted. The  blocks  must  be  rectangular  in  form,  of  not  less 
than  three  (3)  nor  more  than  four  and  one-half  (4^2)  inches 
in  thickness,  nor  less  than  six  (6)  or  more  than  seven  (7) 
inches  in  depth,  nor  less  than  eight  (8)  or  more  than  twelve 
(12)  inches  in  length,  and  so  split  and  dressed  with  fair  and 
true  surfaces  on  top,  bottom  and  ends  so  that  when  laid  close 
together  the  end  joints  will  fit  close  together,  and  the  side  joints 
will  not  exceed  three-fourths  (^)  inch  in  width.  The  blocks 
will  be  imbedded  in  the  sand  bed  and  laid  at  right  angles  to 
the  line  of  the  street,  except  at  street  and  alley  intersections, 
where  the  same  will  be  laid  at  an  angle  of  about  45  degrees 
with  the  line  of  the  street.  The  stone  will  be  laid  close  to- 
gether with  the  top  surface  smoothly  conforming  to  the  crown 
of  the  street.  Each  course  is  to  be  of  uniform  width,  with  each 
longitudinal  joint  broken  by  a  lap  of  not  less  than  two  inches. 
The  blocks  are  to  be  immediately  covered  with  sufficient,  clean, 
fine,  hot,  screened  gravel  to  fill  the  joints,  to  not  more  than 
three  and  one-half  (3^)  inches  from  the  top  after  which  the 
blocks  will  be  tamped  with  a  heavy  paver's  ram  to  a  firm,  un- 
yielding and  uniform  smooth  surface.  The  joints  will  then  be 
rilled  flush  with  top  of  pavement  with  a  hot  paving  cement  ob- 
tained by  direct  distillation  of  coal  tar,  immediately  after  which 
fine,  dry,  hot  gravel  will  be  run  into  the  joints.  Not  less  than 
three  (3)  gallons  of  paving  cement  shall  be  used  to  each  square 
yard  of  pavement.1 

140.  Specification  for  Granitoid  Sidewalks.  Sidewalks 
made  after  the  following  specifications  are  now  exclusively 
used  in  St.  Louis,  and  have  been  in  use  in  that  city  for  many 
years.  Where  granite  can  be  obtained  at  a  reasonable  price, 
it  is  thought  this  composition  is  more  durable  and  satisfactory 
for  sidewalks  than  any  other  material  or  mixture  which  has 
ever  been  used.  The  making  of  these  sidewalks  has  grown  to 
be  a  very  large  industry  in  St.  Louis  and  the  price  has  been 
gradually  reduced  because  of  the  great  amount  of  this  kind  of 
work  done,  until  in  1895,  the  total  cost  of  removing  old  pave- 
ment, regrading,  laying  the  foundation  and  pavement  as  here 
described  in  the  most  approved  manner,  and  strictly  in  accord- 
ance with  this  specification  is  from  eighteen  to  twenty  cents 
per  square  foot  for  the  "ordinary  single  flagging." 

The  sidewalks  shall  be  of  three  separate  and  distinct  thick- 
ness and  kinds,  and  shall  be  classified  as  follows :    "ORDINARY 

1  This  treatment  of  the  joints  is  especially  satisfactory.—  AUTHOR. 


SPECIFICATIONS  FOR  STREET  PAVEMENTS,  ETC.       175 

SINGLE  FLAGGING,"  "EXTRA  DOUBLE  THICK  FLAGGING,"  and 
"DRIVEWAY  OF  ENTRANCE  FLAGGING,"  and  shall  be  laid  in 
the  different  localities  within  the  above  described  limits  at  the 
discretion  of  the  street  commissioner,  who  shall  determine 
which  of  the  above  named  kinds  shall  be  laid. 

Preparation  of  Bed. — The  sidewalks  shall  be  excavated  and 
shaped  to  the  proper  depth  and  grade  as  directed  by  the  street 
commissioner,  and  all  the  refuse  material  therefrom  shall  be- 
long to  the  contractor  and  shall  be  promptly  removed  from  the 
line  of  work. 

Ordinary  Single  Flagging. — After  the  shaping  is  done  a 
foundation  of  cinders  not  less  than  eight  (8)  inches  thick  shall 
be  placed  upon  the  subgrade,  which  shall  be  well  consolidated 
by  ramming  to  an  even  surface,  and  which  shall  be  moistened 
just  before  the  concrete  is  placed  thereon. 

After  the  sub-foundation  has  been  finished  the  artificial  stone 
flagging  shall  be  laid  in  a  good  workmanlike  manner. 

The  same  to  consist  of  two  parts :  First,  a  bottom  course  to 
be  three  and  one-half  (3^)  inches  in  depth.  Second,  a  finish- 
ing or  wearing  course,  to  be  one-half  (^2)  inch  in  depth. 

The  bottom  course  shall  be  composed  of  crushed  granite 
and  the  best  Portland  cement,  equal  to  the  Dyckerhoff  brand, 
and  capable  of  withstanding  a  tensile  strain  of  400  pounds  to 
the  square  inch  after  having  been  three  hours  in  air  and  seven 
days  in  water,  and  shall  be  mixed  in  the  proportion  of  one  part 
cement  to  three  parts  of  crushed  granite. 

The  crushed  granite  shall  consist  of  irregular,  sharp-edged 
pieces,  so  broken  that  each  piece  will  pass  through  a  three- 
fcurths  (24)  of  an  inch  ring  in  all  its  diameters,  and  which 
shall  be  entirely  free  from  dust  or  dirt. 

The  crushed  granite  and  the  cement  in  the  above  mentioned 
proportions  shall  first  be  mixed  dry,  then  sufficient  clean  water 
shall  be  slowly  added  by  sprinkling,  while  the  material  is  con- 
stantly and  carefully  stirred  and  worked  up,  and  said  stirring 
and  mixing  shall  be  continued  until  the  whole  is  thoroughly 
mixed. 

This  mass  shall  be  spread  upon  the  sub-foundation  and  shall 
be  rammed  until  all  the  interstices  are  thoroughly  filled  with 
cement. 

Particular  care  must  be  taken  that  the  bottom  course  is  well 
rammed  and  consolidated  along  the  outer  edges. 

After  the  bottom  course  is  completed,  the  finishing  or  wear- 
ing course  shall  be  added.  This  course  to  consist  of  a  stiff 
mortar  composed  of  equal  parts  of  Portland  cement  and  the 
sharp  screenings  of  the  crushed  granite,  free  from  loamy  or 
earthy  subbstances,  and  to  be  laid  to  a  depth  of  one-half  (^) 
of  an  inch  and  to  be  carefully  smoothed  to  an  even  surface 


176  ENGINEERING  SPECIFICATIONS. 

which,  after  the  first  setting  takes  place,  must  not  be  disturbed 
by  additional  rubbing. 

When  the  pavement  is  completed  it  must  be  covered  for 
three  days  and  be  kept  moist  by  sprinkling. 

Extra  Double  Thick  Flagging.— After  the  grading  and 
shaping  is  done,  a  foundation  of  cinders  not  less  than  six  (6) 
inches  thick  shall  be  placed  upon  the  subgrade,  which  shall  ^be 
well  consolidated  by  ramming  to  an  even  surface  and  which 
shall  be  moistened  just  before  the  concrete  is  placed  ^thereon. 
After  the  sub-foundation  has  been  finished  the  artificial  stone 
flagging  shall  be  laid  in  a  good,  workmanlike  manner. 

The  same  to  consist  of  two  parts:  First,  a  bottom  course 
to  be  five  (5)  inches  in  depth.  Second,  a  finishing  or  wearing 
course  to  be  one  (i)  inch  in  depth. 

The  bottom  course  shall  be  composed  of  crushed  granite  and 
the  best  Portland  cement  equal  to  the  Dyckerhoff  brand,  and 
capable  of  withstanding  a  tensile  strain  of  400  pounds  to  the 
square  inch  after  having  been  three  hours  in  air  and  seven  days 
in  water,  and  shall  be  mixed  in  the  proportion  of  one  part  of 
cement  to  three  parts  of  crushed  granite. 

The  crushed  granite  shall  consist  of  irregular,  sharp-edged 
pieces,  so  broken  that  each  piece  will  pass  through  a  three- 
fourth  (24)  of  an  inch  ring  in  all  its  diameters,  and  which 
shall  be  entirely  free  from  dust  or  dirt. 

The  crushed  granite  and  the  cement  in  the  above  mentioned 
proportions  shall  first  be  mixed  dry,  then  sufficient  clean  water 
shall  be  slowly  added  by  sprinkling,  while  the  material  is  con- 
stantly and  carefully  stirred  and  worked  up,  and  said  stirring 
and  mixing  shall  be  continued  until  the  whole  is  thoroughly 
mixed. 

This  mass  shall  be  spread  upon  the  sub-foundation  and  shall 
be  rammed  until  all  the  interstices  are  thoroughly  filled  with 
cement. 

Particular  care  must  be  taken  that  the  bottom  course  is  well 
rammed  and  consolidated  along  the  outer  edges. 

After  the  bottom  course  is  completed  the  finishing  or  wear- 
ing course  shall  be  added.  This  course  to  consist  of  a  stiff 
mortar  composed  of  equal  parts  of  Portland  cement  and  the 
sharp  screenings  of  the  crushed  granite,  free  from  loamy  or 
earthy  substances,  and  to  be  laid  to  a  depth  of  one  ( I )  inch  and 
to  be  carefully  smoothed  to  an  even  surface,  which,  after  the 
first  setting  takes  place,  must  not  be  disturbed  by  additional 
rubbing. 

When  the  pavement  is  completed  it  must  be  covered  for 
three  days  and  be  kept  moist  by  sprinkling. 


SPECIFICATIONS  i  OR  STREET  PAVEMENTS,  ETC,       JJ7 

Driveway  or  Entrance  Flagging. — After  the  grading  and 
shaping  is  done,  a  foundation  of  crushed  limestone  and  hyraulic 
cement  mortar  shall  be  laid  to  a  depth  of  six  (6)  inches  on  the 
subgrade.  The  stone  used  in  this  concrete  shall  be  broken  so 
as  to  pass  through  a  two  (2)  inch  ring  in  its  largest  dimen- 
sions. The  stone  shall  be  cleaned  from  all  dust  and  dirt  and 
thoroughly  wetted  and  then  mixed  with  mortar,  the  general 
proportion  being :  One  part  of  cement,  two  parts  of  sand,  and 
five  parts  of  stone.  It  shall  be  laid  quickly  and  then  rammed 
until  the  mortar  flushes  to  the  surface.  No  walking  or  driv- 
ing over  it  shall  be  permitted  when  it  is  setting,  and  it  shall  be 
allowed  to  set  for  at  least  twelve  hours,  and  such  additional 
length  of  time  as  may  be  directed  by  the  street  commissioner 
or  by  his  duly  authorized  agents,  before  the  pavement  is  put 
down. 

After  the  subfoundation  has  been  finished,  the  artificial  stone 
flagging  shall  be  laid  in  a  good,  workmanlike  manner.  The 
same  to  consist  of  two  parts :  First,  a  bottom  course  to  be  five 
(5)  inches  in  depth.  Second,  a  finishing  or  wearing  course  to 
be  one  (i)  inch  in  depth. 

The  bottom  course  shall  be  composed  of  crushed  granite 
and  the  best  Portland  cement,  equal  to  the  Dyckerhoff  brand, 
and  capable  of  withstanding  a  tensile  strain  of  400  pounds  to 
the  square  inch  after  having  been  three  hours  in  air  and  seven 
days  in  water,  and  shall  be  mixed  in  the  proportion  of  one  part 
cement  and  three  parts  of  crushed  granite. 

The  crushed  granite  shall  consist  of  irregular,  sharp-edged 
pieces,  so  broken  that  each  piece  will  pass  through  a  three- 
fourths  (24)  of  an  inch  ring  in  all  its  diameters,  and  which 
shall  be  entirely  free  from  dust  or  dirt. 

The  crushed  granite  and  the  cement  in  the  above  men- 
tioned proportions  shall  first  be  mixed  dry,  then  sufficient  clean 
water  shall  be  slowly  added  by  sprinkling,  while  the  material 
is  constantly  and  carefully  stirred  and  worked  up,  and  said  stir- 
ring and  mixing  shall  be  continued  until  the  whole  is  thor- 
oughly mixed. 

This  mass  shall  be  spread  upon  the  subfoundation  and  shall 
be  rammed  until  all  the  interstices  are  thoroughly  filled  with 
cement. 

Particular  care  must  be  taken  that  the  bottom  course  is  well 
rammed  and  consolidated  along  the  outer  edges. 

After  the  bottom  course  is  completed,  the  finishing  or  wear- 
ing course  shall  be  added.  This  course  to  consist  of  a  stiff 
mortar  composed  of  equal  parts  of  Portland  cement  and  the 
sharp  screenings  of  the  crushed  granite,  free  from  loamy  or 
earthy  substances,  and  to  be  laid  to  a  depth  of  one  (i)  inch 
12 


178  ENGINEERING  SPECIFICATION& 

and  to  be  carefully  smoothed  to  an  even  surface,  which,  after 
the  first  setting  takes  place,  must  not  be  disturbed  by  additional 
rubbing. 

When  the  pavement  is  completed,  it  must  be  covered  for 
three  days  and  be  kept  moist  by  sprinkling.  St.  L. 


SPECIFICATIONS  FOR  SEWERS. 

141.  Specifications  for  Brick  and  Tile  Sewers.  The  fol- 
lowing specifications  for  brick  and  tile  sewers  are  those  used 
in  the  city  of  St.  Louis,  so  far  as  they  relate  to  the  construc- 
tion proper,  except  that  part  relating  to  the  use  of  cement,  con- 
crete, and  rubble  masonry.  As  specifications  on  these  sub- 
jects are  given  elsewhere,  they  are  not  included  here: 

Excavation. — All  excavation  shall  be  done  by  open  cut  from 
the  surface,  except  where  tunneling  is  shown  on  the  plans  or 
is  expressly  permitted  or  directed  by  the  sewer  commissioner. 

Wherever  the  material  is  of  such  a  nature  as  to  allow  it,  the 
bottom  of  the  excavation  up  to  the  greatest  horizontal  diameter 
of  the  sewer  shall  be  made  with  a  template  so  as  to  conform 
to  the  exact  shape  of  the  brickwork.  Above  this  line  the  cut 
may,  in  all  ordinary  cases,  be  carried  to  the  surface  at  such  a 
slope  as  the  contractor  may  desire,  but  it  will  be  calculated 
with  a  slope  of  one  horizontal  to vertical,  what- 
ever may  be  the  actual  slope.  Should  the  contractor  think  it 
best  to  keep  the  sides  of  the  excavation  vertical  by  bracing  or 
otherwise,  it  is  expressly  understood  that  it  shall  be  done  at 
his  own  cost  and  risk. 

Rock  shall  be  excavated  so  as  to  conform  as  nearly  as  possi- 
ble to  the  lower  half  of  the  sewer,  and  all  irregularities  shall  be 
filled  with  masonry  or  concrete  so  as  to  make  a  smooth  bed  for 
the  brick  work.  The  amount  of  the  excavation  in  rock  cuts 
will  be  calculated  with  a  base  at  the  bottom  of  the  brickwork 
equal  to  the  greatest  horizontal  diameter  of  the  sewer,  and 
with  side  slopes  of  the  same  inclinations  as  in  other  excavations. 
All  the  rock  taken  from  the  excavations  shall  belong  to  the 
contractor  for  his  own  use. 

Wherever  the  excavation  can  not  be  adapted  to  the  shape  of 
the  brickwork,  it  shall  be  done  according  to  such  directions  as 
may  be  given  in  each  case. 

The  sides  of  the  excavation  shall,  whenever  it  may  be  neces- 


SPECIFICATIONS  FOR  SEWERS.  179 

sary,  be  supported  with  suitable  plank  and  shoring,  but  no  al- 
lowance will  be  made  therefor  unless  the  same  is  left  in  by 
express  orders  of  the  sewer  commissioner,  when  it  will  be  paid 

for  at dollars  per  thousand  feet,  board  measure.  In  all 

other  cases  it  will  be  drawn  as  the  work  progresses  and  not 
paid  for  by  the  city. 

The  contractor  shall,  at  his  own  cost,  keep  the  trenches  free 
from  water  during  the  progress  of  the  work.  Excavated  mate- 
rial must  be  so  placed  as  not  to  interfere  with  travel  on  the 
street  or  to  incommode  occupants  of  adjoining  property. 
Trenches  shall  not  be  opened  more  than  200  feet  in  advance  of 
the  laying  of  the  sewer. 

Back  Filling. — Back  filling  shall  follow  close  after  the  con- 
struction of  the  sewer,  and  in  no  case  be  more  than  100  feet 
in  the  rear. 

The  filling  of  the  earth  around  and  on  top  of  the  sewers  shall 
be  done  with  the  utmost  care,  and  in  a  manner  to  obtain  the 
greatest  compactness  and  solidity  possible.  For  that  purpose 
the  earth  shall  be  laid  and  rammed  in  regular  layers  not  more 
than  nine  inches  thick  up  to  the  surface  of  the  street,  or  thor- 
oughly soaked  with  water,  as  may  be  directed  by  the  sewer 
commissioner.1  The  macadamizing,  if  any  has  been  removed, 
shall  be  carefully  replaced  on  the  top  of  the  said  filling;  and 
when  paving  has  been  removed  it  shall  be  replaced  in  the  same 
manner  as  when  originally  constructed,  and  the  street  or  alley 
left  in  as  good  condition  as  it  was  before.  If  any  new  materials 
are  needed  for  such  repairing,  they  shall  be  of  the  best  quality, 
and  shall  be  furnished  and  put  down  by  the  contractor  at  his 
own  cost. 

The  gutter  paving  in  front  of  the  adjoining  sewer  inlets  shall 
be  taken  up  and  replaced  in  proper  shape,  so  as  to  conduct  the 
storm  water  into  the  sewer  inlets. 

All  work  of  restoring  the  surface  of  the  streets  and  alleys 
shall  be  done  to  the  satisfaction  of  the  street  commissioner,  or 
his  duly  authorized  agents,  immediately  after  the  sewer  is  laid. 
If  not  so  done  within  five  days  after  notice,  the  work  may  be 
done  by  the  street  commissioner,  and  the  cost  thereof  shall  be 
paid  by  the  contractor;  and  in  default  of  payment,  the  cost 
may  be  retained  by  the  city  of  St.  Louis,  out  of  any  money  that 
may  be  due  or  become  due  to  the  contractor  under  this  con- 
tract. 

Surplus  Earth. — All  surplus  earth  shall  be  hauled  away 
promptly  to  such  places,  within  a  distance  of  3,000  feet,  as  the 
sewer  commissioner  shall  designate,  and  be  spread  according 

1  A  better  plan  is  to  thoroughly  ram  the  layers  in  nine  inch  courses,  and  then  to  also 
thoroughly  soak  with  water  every  four  or  five  feet  whenever  water  is  available. 


180  ENGINEERING  SPECIFICATIONS. 

to  his  directions;  but  if  no  such  place  is  designated,  the  con- 
tractor shall  dispose  of  such  surplus  at  his  own  risk  and  ex- 
pense. No  surplus  earth  shall  be  deposited  on  private  prop- 
erty, if,  within  the  limit  just  named,  it  can  be  used  on  the 
streets  or  alleys  or  other  public  places.  But  if  no  such  use  can 
be  found  for  it,  it  may,  with  the  consent  of  the  sewer  commis- 
sioner, be  deposited  on  private  property;  but  all  earth  so  de- 
posited without  the  consent  of  said  commissioner,  shall  be 
measured,  and  the  amount  thereof  deducted  from  the  measure- 
ment of  the  excavation. 

The  price  paid  for  earth  and  rock  excavation  shall  cover 
the  whole  cost  of  excavating  the  trenches  and  refilling  the  same 
with  earth,  restoring  the  street  and  hauling  away  the  surplus 
materials,  as  well  as  the  whole  cost  of  pumping,  bailing,  plank- 
ing, and  shoring,  excepting  such  planking  as  may  be  left  in  by 
express  orders  as  hereinbefore  specified. 

Bricks. — All  the  bricks  used  shall  be  of  uniform  texture, 
hard-burned  entirely  through,  free  from  lime  or  other  impuri- 
ties, that  will  affect  them  in  water,  and  shall  have  straight  edges 
and  square  angles.  Broken  bricks  must  not  be  brought  on  the 
ground,  and  such  as  are  broken  afterwards  in  handling  shall 
be  used  only  in  making  closures,  or  as  shall  be  otherwise  spec- 
ially directed. 

The  bricks  are  to  be  culled  as  they  are  brought  on  the 
ground,  and  all  bricks  of  improper  quality  thrown  out  and  re- 
moved from  the  ground.  The  culling  to  be  done  at  the  expense 
of  the  contractor,  who  shall  furnish  the  inspector  with  men 
for  this  and  similar  purposes,  when  required. 

Brick  Masonry. — Tn  building  brick  masonry,  none  but  care- 
ful and  skillful  bricklayers  shall  be  employed. 

The  bricks  shall  be  clean  and  thoroughly  wet  just  before 
being  laid,  unless  otherwise  specially  directed.  Every  brick 
shall  be  laid  with  a  push  joint;  that  is,  by  placing  sufficient 
mortar  on  the  bed  and  forcing  the  brick  into  it  in  such  a  manner 
as  to  thoroughly  fill  every  joint,  whether  on  the  bottom,  side 
or  end  of  the  brick  with  mortar.  The  joints  shall  be  made  as 
nearly  as  possible  of  uniform  thickness,  not  exceeding  three- 
eighths  of  an  inch,  and  in  the  inside  of  the  invert  or  lower  arch, 
they  shall  not  exceed  one-eighth  of  an  inch. 

The  bricks  in  each  course  shall  be  all  stretchers,  and  to  brea> 
joints  with  those  in  the  adjoining  courses.  The  bricks  of  thf. 
inside  course  shall  be  laid  to  a  line  and  to  the  true  cylindrica/ 
or  other  form  given  for  each  case.  The  inside  course  shall 
also  be  made  of  the  smoothest  and  hardest  bricks,  carefully 
selected  for  this  purpose. 

The  upper  arch  shall  be  built  on  strongly  made  centers , 
which  shall  be  drawn  with  great  care,  so  as  not  to  disturb  the 


SPECIFICATIONS  FOB  SEWERS.  181 

brickwork.  The  crown  of  the  arch  shall  be  properly  keyed 
with  stretchers,  and  all  the  joints  be  well  filled  with  the  mor- 
tar. The  exterior  surface  of  the  upper  arch  shall  be  covered 
with  a  coating  of  mortar,  not  less  than  three-eighths  (24)  of  an 
inch  thick. 

The  mortar  joints  on  the  inside  of  the  sewer  below  the  cen- 
ter line  shall  be  carefully  struck  when  laid,  and  those  above 
be  scraped  smooth  with  the  brickwork  immediately  after  the 
centers  are  drawn,  and  the  mortar  scraped  off  and  entirely 
removed  from  the  sewer,  which  is  to  be  left  perfectly  clean 
throughout. 

All  unfinished  brickwork  must  be  racked  back  in  courses, 
except  when  otherwise  specially  directed  or  permitted,  and 
when  new  work  is  to  be  joined  to  it,  the  surface  of  the  bricks 
must  be  cleaned  and  moistened. 

Openings  for  branch  sewers  shall  be  made  and  junction 
pieces  inserted  in  the  main  sewers  in  such  manner  and  at  such 
places  as  may  be  directed.  Every  junction  piece  shall  be 
closed  with  a  cover  of  earthenware,  or  with  bricks  and  cement. 

All  brickwork  will  be  measured  and  paid  for  by  the  cubic 
yard  of  solid  wall. 

TUNNELING. 

In  tunneling,  the  excavation  shall  be  made  so  as  to  conform 
neatly  to  the  regular  section  of  the  sewer,  and  nothing  will  be 
allowed  for  any  excavation  beyond  this.  All  holes  or  irregu- 
larities outside  of  the  regular  section  must  be  filled  up  solid 
with  bricks  and  mortar,  but  no  extra  allowance  will  be  made 
therefor. 

All  timbers  used  in  sustaining  the  excavation  must  be  re- 
moved as  the  brickwork  progresses. 

Points,  by  which  to  get  the  proper  line  of  the  sewer,  will  be 
given  from  time  to  time  as  may  be  needed,  and  from  these  the 
contractor  will  be  required  to  continue  the  line  of  the  excava- 
tion at  his  own  risk  of  its  accuracy,  and  to  correct  at  once  any 
errors  of  alignment  that  may  be  discovered  before  the  brick- 
work is  finished. 

In  tunnels,  the  quantities  paid  for  will  be  the  earth  or  rock 
excavated  in  the  regular  section  of  the  sewer,  and  the  brick  or 
stone  masonry  required  for  this  section,  together  with  any  foun- 
dation work  that  may  have  been  expressly  ordered,  and  the 
amount  paid  for  these  items  shall  be  in  full  for  furnishing  all 
materials,  and  finishing  the  sewer;  the  cost  of  sinking  shafts, 
pumping  water,  shoring,  restoring  falls  and  all  accessory  works 
of  every  kind  being  borne  wholly  by  the  contractor.  Those 
parts  only  of  the  sewer  will  be  paid  for  as  tunnels,  which  are 


182  ENGINEERING  SPECIFICATIONS. 

so  marked  on  the  plans  exhibited  at  the  time  of  the  letting ;  all 
the  rest  will  be  paid  for  as  open  cut,  regardless  of  the  manner 
in  which  the  work  is  actually  done. 

PIPE  SEWERS. 

All  pipe  sewers  shall  be  made  of  the  best  quality  of  vitrified 
clay  pipe  with  smooth  interior  surface.  Each  piece  shall  be 
straight  or  evenly  curved,  as  may  be  required,  and  in  section 
shall  not  vary  more  than  half  an  inch  from  a  true  circle.  The 
thickness  of  six-inch  pipes  shall  not  be  less  than  three  quarters 
of  an  inch,  of  twelve-inch  pipes,  not  less  than  one  and  one- 
eighth  inches ;  of  fifteen-inch  pipes,  not  less  than  one  and  one- 
quarter  inches;  and  of  eighteen-inch  pipes,  not  less  than  one 
and  one-half  inches.  Junction  pieces,  for  use  in  brick  sewers, 
shall  be  smoothly  beveled  off  to  an  angle  of  forty-five  degrees, 
and  be  not  less  than  two  feet  long,  exclusive  of  the  socket.  For 
pipe  sewers  the  junction  piece  shall  be  a  part  of  the  main  pipe, 
and  no  right  angle  junction  shall  ever  be  used. 

So  far  as  the  specifications  for  the  excavation  of  trenches, 
shoring  and  pumping,  preparation  of  foundations,  backfilling 
and  restoring  the  street  surface,  already  given  for  brick  sewers, 
can  be  made  to  apply  to  the  construction  of  pipe  sewers,  they 
shall  be  followed. 

Each  pipe  is  to  be  laid  on  a  firm  bed  and  in  perfect  con- 
formity with  the  lines  and  levels  given.  The  bottom  of  the 
trench  must  be  shaped  so  as  to  fit  the  lower  half  of  the  pipe  as 
nearly  as  possible,  with  places  cut  at  the  joints  for  the  sockets 
to  rest  in,  so  that  the  pipe  shall  have  a  uniform  bearing  on  the 
ground  from  end  to  end. 

The  pipes  shall  be  joined  by  fining  the  socket  with  a  mortar 
of  pure  cement  without  sand,  with  only  water  enough  to  give  it 
a  proper  consistency.  Great  care  must  be  taken  to  make  the 
joint  throughout  the  lower  three-fourths  of  the  pipe  perfectly 
water  tight.  The  upper  one-fourth  of  joint,  when  so  directed, 
shall  be  left  open. 

The  interior  of  the  pipes  shall  be  carefully  cleaned  from  all 
dirt,  cement  and  superfluous  material  of  ever}  description,  and 
a  wad  made  of  a  sack  filled  with  hay,  large  enough  to  fill  the 
pipe  and  attached  to  a  rod  or  cord,  shall,  at  all  times  be  kept 
in  the  pipe  and  drawn  forward  as  the  work  proceeds,  care  being 
taken  not  to  loosen  the  joints. 

After  the  pipes  are  properly  laid  and  joined,  any  space  be- 
tween them  and  the  sides  of  the  excavation  must  be  filled  with 
sand,  either  washed  in  or  well  rammed,  up  to  the  middle  of  the 
pipe.  From  this  point  for  at  least  twelve  inches  above  the  top 
of  the  pipe,  the  earth  shall  be  filled  in  so  as  not  disturb  the 


SPECIFICATIONS  FOR  SEWER  PIPE.  183 

pipes,  and  thoroughly  rammed ;  after  which,  up  to  the  surface, 
it  may  be  either  rammed  in  layers  or  thoroughly  soaked  with 
water,  as  may  be  directed  by  the  sewer  commissioner,  so  that 
the  least  possible  settling  will  take  place  after  the  work  is  com- 
pleted. 

Pipe  sewers  will  be  paid  for  by  the  linear  foot  of  finished 
work,  the  price  so  paid  to  be  in  full  payment  for  furnishing 
and  laying  the  pipe,  including  the  earth  excavation,  shoring  and 
pumping,  backfilling,  restoring  the  street  surface,  hauling  away 
surplus  material,  and  all  other  work  and  material  required  by 
the  specifications  or  necessary  to  give  a  finished  result. 

Where  rock  is  encountered  in  pipe  sewers,  such  rock  exca- 
vation shall  be  paid  for  at  the  price  named  herein 

the  amount  to  be  estimated  with  a  base  of  six  inches 

more  than  the  inside  diameter  of  the  pipe  and  the  side  slope 
of  one  horizontal  to  eight  vertical. 

142.  Specification  for  Sewer  Pipe.  The  following  specifi- 
cation for  sewer  pipe  and  specials  is  probably  the  most  care- 
fully worked  out  of  any  found  in  current  American  practice. 
While  these  specifications  are  very  full  and  complete  in  many 
details  which  are  usually  overlooked,  they  are  not  unreason- 
ably severe.  They  simply  describe  clearly  what  kinds  of  faults 
will  serve  as  cause  for  rejection,  and  are  as  valuable  to  the 
manufacturer  of  the  pipe  in  enabling  him  to  select  those  speci- 
mens which  he  feels  will  be  accepted,  as  to  the  inspector  him- 
self, who  is  called  upon  to  accept  or  reject  the  material  when 
supplied  upon  the  ground.  This  specification,  therefore,  has 
the  great  merit  of  extreme  definiteness  of  meaning,  which  is 
the  most  vital  and  necessary  quality  of  all  specifications.  They 
were  prepared  by  an  engineer  who  knew  from  experience  ex- 
actly what  could  be  furnished  by  the  best  sewer  pipe  manu- 
facturers without  greatly  increasing  the  cost. 

Sewer  Pipe  and  Specials. — Pipe  sewers  are  composed  of 
straight  sections  which  are  herein  termed  "pipe,"  and  of 
branches,  bends,  reducers,  etc.,  which  will  here  be  called 
"specials"  or  "special  pieces" 

The  main  sewer,  as  well  as  all  surface  and  lot  lateral  sewers, 
shall  be  constructed  of  the  best  quality  of  salt-glazed,  vitrified 
stoneware  sewer  pipe,  and  all  special  pieces  that  may  be  re- 
quired in  the  work  shall  be  of  the  same  description  and  quality. 

The  pipes  and  specials  must  be  carefully  selected  and  ex- 
amined by  the  contractor  before  or  while  being  delivered  upon 


184:  ENGINEERING  SPECIFICATIONS. 

the  street,  and  all  such  material  which  may  be  used  in  the  work 
must  conform  to  the  following  requirements  and  conditions : 

All  hubs  or  sockets  must  be  of  sufficient  diameter  to  receive 
their  full  depth  the  spigot  end  of  the  next  following  pipe  or 
special  without  chipping  whatever  of  either,  and  also  to  leave  a 
space  of  not  less  than  one-eighth  inch  in  width  all  around  for 
the  cement  mortar  joint.  Pipes  and  specials  which  cannot  be 
thus  freely  fitted  into  each  other  shall  be  rejected. 

In  the  case  of  pipes  and  specials  of  12  inches  and  upward 
in  diameter,  at  least  40  per  cent,  of  all  such  that  will  be  used  in 
the  work  must  be  truly  circular  or  substantially  circular  in 
cross-section,  and  in  the  case  of  pipes  and  specials  less  than  12 
inches  in  diameter,  at  least  60  per  cent,  of  the  whole  number 
required  must  be  truly  circular  or  substantially  circular  in  cross- 
section.  Of  the  remainder,  in  each  case,  the  allowable  diver- 
gence from  a  truly  circular  cross-section  shall  never  exceed  the 
following  limits  :  (a)  For  an  elliptical  cross-section,  the  great- 
est internal  diameter  must  not  be  more  than  from  6  to  7  per 
cent,  longer  than  the  least  internal  diameter  in  the  same  cross- 
section.  (&)  For  an  oval  or  egg-shaped  cross-scetion,  the  same 
rule  as  for  elliptical  cross-section  shall  apply,  (c)  Pipes  and 
specials  having  cross-sections  which  exhibit  angles,  sharp 
curves  or  flat  places  of  appreciable  magnitude  in  the  circumfer- 
ence, will  be  rejected. 

A  single  fire-crack,  which  extends  through  the  entire  thick- 
ness of  a  pipe  or  special,  must  not  be  over  two  inches  long  at 
the  spigot  end,  nor  more  than  one  inch  long  at  the  hub  or 
socket  end,  measured  in  the  latter  case  from  the  bottom,  or 
shoulder,  of  said  hub  or  socket.  Two  or  more  such  fire-cracks, 
however,  at  either  end  of  said  pipe  or  special  will  cause  the 
same  to  be  rejected. 

A  single  fire-crack,  which  extends  through  only  two-thirds 
of  the  thickness  of  a  pipe  or  special,  must  not  be  over  four 
inches  long  at  either  end  thereof,  measured  in  the  direction  of 
its  length.  Two  or  more  such  fire-cracks,  however,  at  either 
end  of  said  pipe  or  special  will  cause  the  same  to  be  rejected. 

A  single  fire-crack,  which  extends  through  only  one-half 
of  this  thickness  of  a  pipe  or  special,  must  not  be  over  six 
inches  long  at  either  end  thereof,  measured  in  the  direction  of 
its  length.  Two  or  more  such  fire-cracks,  however,  at  either 
end  of  said  pipes  or  special  will  cause  the  same  to  be  rejected. 

A  single  fire-crack,  which  extends  through  less  than  one- 
half  of  the  thickness  of  a  pipe  or  special,  must  not  be  over 
eight  inches  long,  measured  in  the  direction  of  the  length  of 
such  pipe.  Two  or  more  such  fire-cracks,  however,  anywhere 
in  the  pipe  will  cause  the  same  to  be  rejected. 

A  transverse  fire-crack  in  a  pipe  or  special  must  not  be  longer 


SPECIFICATIONS  FOE  SEWER  PIPE.  185 

than  one-sixth  of  the  circumference  of  such  pipe,  nor  shall  its 
depth  be  greater  than  one-third  of  the  thickness  thereof.  Two 
or  more  such  fire-cracks  will  be  cause  for  rejection. 

No  fire-cracks  of  any  description  shall,  however,  be  more 
than  one-eighth  inch  wide  at  its  widest  point. 

No  combination  of  the  foregoing  six  limitations  will  be  al- 
lowed, except  with  the  express  consent  of  the  executive  board 
and  the  city  surveyor,  as  the  intent  and  meaning  of  these  re- 
strictions or  limitations  is  to  insure  the  furnishing  of  the  best 
marketable  quality  of  pipe  and  specials  by  the  contractor.  In 
general,  any  pipe  or  special  which  exhibits  more  than  one  fire- 
crack  of  the  magnitudes  above  mentioned  should  be  rejected  at 
once  by  the  inspector  in  charge  of  the  work  of  laying  the  pipes, 
unless  there  be  time  to  make  a  thorough  and  minute  examina- 
tion of  the  other  fire-cracks  which  it  may  display,  and  to  be- 
come thereby  convinced  that  they  are  of  trifling  significance. 

Any  pipe  or  special  which  is  found  to  be  cracked  through 
its  whole  thickness  from  any  other  cause  except  the  process  of 
burning  in  the  kiln,  shall  be  rejected  at  once,  regardless  of  the 
extent  of  such  crack.  This  refers  particularly  to  damage  done 
by  transportation,  by  cooling  or  by  frost. 

Irregular  lumps  or  unbroken  blisters  on  the  interior  surface 
of  a  pipe  or  special  of  sufficient  size  and  number  to  form  an 
appreciable  obstruction  to  the  free  flow  of  the  sewage,  will  be 
cause  for  rejection.  A  few  small,  unbroken  blisters,  not  ex- 
ceeding one-fourth  of  an  inch  in  height  and  one  or  two  inches 
in  diameter,  upon  the  inner  surface,  need  not  reject  a  pipe  or 
special.  If  there  is  a  broken  blister  or  a  flake  on  the  interior 
of  a  pipe  or  special  which  is  thicker  than  one-sixth  of  the  nor- 
mal thickness  of  said  pipe  or  special,  and  whose  largest  diame- 
ter is  greater  than  one-twelfth  of  the  inner  circumference  of 
said  pipe  or  special,  the  latter  shall  be  rejected.  Furthermore, 
if  such  broken  blister  or  flake  is  as  large  or  smaller  than  just 
defined,  then,  unless  said  pipe  or  special  can  be  properly  fitted 
and  laid  so  as  to  bring  such  broken  blister  or  flake  on  the  top 
or  upper  side  of  the  sewer,  the  said  pipe  or  special  shall  also 
be  rejected. 

Irregular  lumps  and  small,  unbroken  blisters  on  the  out- 
Fide  of  a  pipe  or  special  need  not  reject  it.  A  large  and  broken 
blister  Dr  a  flake  on  the  outside  of  a  pipe  or  special,  which  is 
thicker  than  one-sixth  of  the  normal  thickness  of  said  pipe, 
and  whose  largest  diameter  is  greater  than  from  one-ninth  to 
one-twelfth  of  the  outer  circumference  of  said  pipe,  will  cause 
the  same  to  be  rejected.  Should,  however,  the  broken  blister 
or  flake  be  within  the  limits  of  size  just  defined,  and  should 
the  pipe  or  special  admit  of  being  properly  laid  so  as  to  bring 
said  blister  or  flake  on  the  upper  part  of  the  sewer,  then  said 


186  ENGINEERING  SPECIFIC AT1ON& 

pipe  or  special  may  be  accepted,  if  otherwise   sound  in   alt 
respects. 

Any  pipe  or  special  which  betrays  in  any  manner  a  want  of 
thorough  vitrification  or  fusion,  or  the  use  of  improper  mate- 
rials and  methods  in  its  manufacture,  shall  be  rejected.  Atten- 
tion of  inspectors  is  particularly  called  to  the  character  of  the 
material  composing  the  interior  of  a  pipe  or  special  where  the 
same  is  exposed  by  the  breaking  of  a  blister,  the  removal  of  a 
flake,  or  the  face  of  the  spigot  end  of  such  pipe. 

All  pipe  and  specials  which  are  designed  to  be  straight  shall 
not  exhibit  any  material  deviation  from  a  straight  line.  Special 
curves  or  bends  shall  substantially  conform  to  the  degree  of 
curvature  and  general  dimensions  that  may  be  required. 

If  a  piece  be  broken  out  of  the  rim  forming  the  hub  or  socket 
of  a  pipe  or  special  without  injuring  the  body  of  such  pipe,  the 
latter  shall  be  rejected  if  the  length  of  said  broken  piece,  or 
the  gap  left  thereby,  is  greater  than  one-tenth  of  the  circum- 
ference of  said  hub.  In  case  that  a  defect  of  this  nature,  and 
within  the  limits  just  defined,  occurs  in  a  pipe  or  special,  the 
latter  shall  also  be  rejected  unless  it  can  be  so  fitted  in  the 
sewer  as  to  bring  said  defect  on  the  upper  part  thereof. 

The  attention  of  the  inspector  in  charge  of  the  work  of  lay- 
ing the  sewer  pipe  is  herewith  particularly  directed  to  the  fore- 
going requirements  as  to  the  quality  of  the  pipe  and  specials 
that  will  be  allowed  in  the  sewer,  and  in  all  cases  of  doubtful 
interpretation  of  said  requirements,  the  necessary  definitions 
will  be  given  by  the  city  surveyor  and  the  executive  board. 
Said  board  also  reserves  the  right  to  add  to  the  foregoing  re- 
quirements, at  any  time  during  the  progress  of  the  work,  such 
further  restrictions  and  conditions  respecting  the  quality  of 
the  said  pipe  and  specials  as  it  may  deem  for  the  best  interests 
of  the  taxpayers,  in  order  to  secure  the  best  materials  which 
can  practically  be  obtained.  All  such  explanations  or  defini- 
tions of  said  requirements,  in  cases  of  doubtful  interpretation, 
together  with  all  said  further  restrictions  and  conditions  relat- 
ing to  the  quality  of  said  pipe  and  specials,  shall  have  the  same 
force  as  though  a  part  of  this  specification,  and  the  contractor 
shall  be  required  to  comply  therewith  without  extra  compensa- 
tion beyond  the  prices  bid  by  him  for  performing  the  work. 

E.  K. 

143.  Specification  for  Laying  Sewer  Pipe.  The  following 
specification  for  the  laying  of  sewer  pipe  and  specials  has  all 
the  merits  ascribed  to  the  specification  for  sewer  pipe  as  given 
in  the  previous  article,  and  has  been  prepared  by  the  same  en- 
gineer. For  the  purpose  of  removing  any  cement  mortar 


SPECIFICATIONS  FOR  SEWER  PIPE,  187 

which  may  have  been  forced  through  the  joints,  and  which 
may,  when  hardened,  form  serious  obstructions  in  the  sewer, 
probably  no  specification  will  insure  such  excellent  results  as 
that  given  in  the  St.  Louis  specifications  for  pipe  sewers  in 
Art.  139,  where  the  contractor  is  required  to  provide  "A  wad 
made  of  a  sack  filled  with  hay,  large  enough  to  fill  the  pipe  and 
attached  to  a  rod  or  cord,  which  shall  at  all  times  be  kept  in  the 
pipe,  and  which  shall  be  drawn  forward  as  the  work  proceeds, 
care  being  taken  not  to  loosen  the  joints."  It  is  an  easy  mat- 
ter for  the  inspector  to  examine  at  any  time  to  see  whether  or 
not  this  wad  is  being  drawn  forward,  and  when  drawn  for- 
ward it  must  of  necessity  remove  any  protruding  fins  of  mortar, 
and  leave  the  interior  smooth  and  entirely  free  from  such  ob- 
structions. 

LAYING  THE  SEWER  PIPE  AND  SPECIALS. — Previous  to  lay- 
ing the  pipe  and  specials  which  have  been  delivered  upon  the 
street,  into  the  trench,  they  shall  all  be  subjected  to  a  rigid  in- 
spection by  both  contractor  and  inspector,  and  those  which  do 
not  come  up  to  the  foregoing  requirements  shall  be  rejected. 

Additional  tests  by  sounding  said  pipe  for  cracks,  and  ex- 
amining closely  all  blisters  and  flakes,  shall  also  be  applied. 
Before  lowering  the  pipes  and  specials  which  have  passed  the 
inspections,  into  the  trench,  they  shall  first  be  properly  fitted 
together  upon  the  surface  of  the  street  in  the  order  in  which 
they  are  to  be  used ;  and  to  facilitate  the  process  of  laying,  the 
top  of  each  pipe  or  special,  after  said  fitting,  shall  be  plainly 
marked  with  chalk  or  paint,  so  that  the  pipe  previously  laid  in 
the  bottom  of  the  trench  shall  be  disturbed  as  little  as  possible. 

All  pipes  and  specials  in  which  the  spigots  and  sockets  can- 
not be  made  to  fit  together,  while  on  the  surface,  must  be  re- 
jected, as  no  chipping  of  either  socket,  hub  or  spigot  will  be 
allowed. 

The  faces  of  all  spigot  ends  and  of  all  shoulders  in  the  hubs 
or  sockets  must  be  true,  and  be  brought  into  fair  contact,  and 
all  lumps  or  excrescences  on  said  faces  shall  be  carefully  cut 
away  before  the  pipes  are  lowered  into  the  trench. 

In  all  cases  where  the  rim  of  any  hub  or  socket  has  been 
broken,  as  aforesaid,  the  pipe  or  special  shall  be  rejected  un- 
less it  can  be  so  fitted  as  to  bring  the  broken  portion  on  the 
top,  or  upper  portion  of  the  sewer.  The  same  condition  shall 
also  be  applied  to  the  case  of  broken  blisters  and  flakes,  as 
above  mentioned,  on  either  inside  or  outside  of  the  pipes  and 
specials.  All  special  pieces  required  in  the  work,  such  as 


188  ENGINEERING  SPECIFICATIONS. 

branches,  bends,  curves,  reducers,  etc.,  shall  likewise  be  sub- 
ject to  the  same  conditions  as  the  straight  pipe. 

The  pipes  and  specials  shall  be  so  laid  i.i  the  trench  that 
after  the  sewer  is  completed  the  interior  surface  thereof  shall 
conform  on  the  bottom  accurately  to  the  grades  and  alignment 
fixed  and  given  by  the  city  surveyor.  The  main  sewer  will  be 
divided  by  man-holes  and  lamp  or  hand-holes  into  a  number  of 
distinct  divisions  or  working  sections,  in  each  of  which  the 
grade  and  alignment  shall,  under  ordinary  circumstances,  be 
truly  straight.  Changes  of  grade  or  direction,  or  both,  in  said 
main  sewer  will  generally  be  made  at  man-holes  or  lamp  or 
hand-holes,  although  under  special  conditions,  to  be  denned 
only  by  the  executive  board  and  city  surveyor,  such  changes 
may  be  made  at  intermediate  places. 

While  the  pipe  and  specials  are  being  laid  in  each  of  the 
aforesaid  straight  divisions  or  working  sections  of  the  main 
sewer,  a  light  or  a  burning  lamp  must  be  maintained  continu- 
ally by  the  contractor  at  the  beginning  of  such  section,  and 
each  pipe  and  specials  must  be  so  laid  that  such  light  or  lamp 
shall  remain  constantly  in  plain  view  throughout  the  entire 
length  of  such  section  or  division.  The  same  test  shall  also  be 
applied  during  the  work  of  refilling  'the  trench,  so  that  when 
the  sewer  is  in  all  respects  fully  completed  and  accepted  by  the 
executive  board  a  light  which  may  be  applied  at  one  end  of 
such  a  division  of  the  main  sewer  shall  be  clearly  and  plainly 
seen  by  looking  through  said  sewer  from  the  other  end  of  said 
division  or  working  section.  The  length  of  any  such  division 
or  the  distance  between  a  man-hole  and  the  next  following 
lamp  or  hand-hole,  or  between  any  two  consecutive  openings 
of  such  kind  in  the  main  sewer,  will,  in  general,  not  exceed 
300  feet,  although  in  particular  cases  it  may  be  somewhat 
greater. 

The  trenches  must,  in  all  cases,  be  wide  enough  to  admit 
of  the  laying  of  the  pipe  and  specials  as  above  mentioned,  and 
wherever  they  have  not  been  thus  excavated,  all  necessary 
widening  thereof  must  be  done  before  the  pipe  and  specials 
are  lowered  therein.  Ample  room  or  space  must  likewise  be 
left  on  each  side  of  said  pipe  and  specials,  both  to  admit  of 
proper  refillirg  underneath  and  also  to  allow  of  free  access  to 
all  parts  of  the  hub  or  socket  while  making  the  cement  joint. 
Wherever  any  additional  excavation  or  enlargement  in  the 
sides  of  the  trench  is  required  for  such  purposes,  it  shall  be 
satisfactorily  performed  before  the  pipe  and  specials  are  laid 
or  put  into  place,  as  no  cutting  away  of  the  banks  will  be  per- 
mitted after  any  such  pipe  or  special  has  been  set. 

Furthermore,  before  any  pipe  or  special  is  put  into  place, 
a  small  excavation  must  be  made  in  the  bottom  of  the  pre- 


SPECIFICATIONS  FOR  SEWER  PIPE.  189 

viously  graded  trench  to  receive  the  projecting  part  of  the  hub 
or  socket,  so  that  each  pipe  will  have  a  firm  and  uniform  bear- 
ing upon  said  graded  bottom  over  virtually  its  entire  length. 
All  adjustment  of  the  pipes  to  line  and  grade  must  be  done  by 
scraping  away  or  filling  in  the  earth  under  the  body  of  the 
pipe,  and  not  by  blocking  or  wedging  up  the  spigot  or  the  hub 
or  socket.  Special  attention  must  be  paid  to  this  part  of  the 
work,  since  the  stability  and  permanence  of  the  sewer  depend 
largely  upon  the  manner  in  which  the  pipes  are  bedded. 

The  joints  between  the  individual  pipes  and  specials  shall, 
in  all  cases,  be  made  water-tight  by  completely  filling  out  the 
entire  annular  space  between  the  exterior  of  the  spigot  end  and 
the  interior  of  the  hub  or  socket  with  hydraulic  cement  mortar, 
of  such  composition  as  is  hereinafter  specified.  To  prevent 
the  mortar  from  reaching  the  interior  of  said  pipe,  the  con- 
tractor may  if  he  desires,  use  a  narrow  gasket  of  oakum  or 
hemp,  which  shall  be  properly  caulked  into  each  joint,  after 
which  the  mortar  shall  be  introduced  therein;  but  no  extra 
compensation  for  the  use  of  such  gasket's  will  be  allowed. 
Special  care  must  be  taken  to  secure  a  perfect  filling  of  the 
aforesaid  annular  space  at  the  bottom  sides  of  the  pipes,  as 
well  as  at  the  top;  and  previous  to  the  introduction  of  the 
mortar,  said  space,  together  with  the  surfaces  of  the  pipe 
bounding  the  same,  shall  be  thoroughly  free  all  around  from 
dust,  sand,  earth,  dirt,  small  stones  and-  water.  After  said 
space  has  been  filled  as  described,  a  neat  and  proper  finish  shall 
be  given  to  the  joint  by  the  further  application  of  similar  mor- 
tar to  the  face  of  the  hub  or  socket,  so  as  to  form  a  continuous 
and  even  beveled  surface,  from  the  exterior  of  said  socket  to  the 
exterior  of  the  connecting  spigot  all  around.  The  pipes  must 
also  be  thoroughly  cleaned  before  being  laid ;  and  any  mortar, 
earth  or  other  material  which  may  have  found  its  way  through 
a  joint  or  otherwise,  into  any  pipe  or  special  must  be  carefully 
removed  before  the  next  succeeding  pipe  is  laid,  in  order  that 
the  interior  of  the  sewer  shall  be  left  smooth  and  clean. 

As  soon  as  the  cementing  of  any  joint,  whether  in  a  main 
sewer  or  in  a  lateral  sewer,  has  been  completed,  the  excavation 
previously  made  in  the  bottom  of  the  trench  for  the  reception 
of  the  hub  or  socket  must  be  carefully  and  compactly  filled 
with  sand,  loam  or  fine  earth,  so  as  to  hold  the  external  mortar 
finish  of  said  joint  securely  in  its  place;  and  such  refilling 
shall  also  be  carried  up  around  the  sides  or  circumference  of 
the  socket,  as  far  as  may  be  necessary.  Any  water  which  may 
have  accumulated  in  said  excavations  must  first  be  removed,  or 
else  said  excavations  must  be  completely  filled  out  with  the 
cement  mortar  specified,  in  which  event  no  extra  compensation 
will  be  allowed. 


190  ENGINEERING  SPECIFICATION& 

When  a  pipe  or  special  is  used  in  any  main  or  lateral  sewer, 
which  i?  affected  by  a  broken  hub  or  socket,  or  a  broken  blister 
or  flake,  or  a  fire-crack  on  its  exterior  surface,  as  limited  and 
defined  in  the  foregoing,  such  pipe  or  special  must  be  set  so  as 
to  bring  said  permissible  defect  on  the  top  or  upper  part  of 
the  sewer;  and  said  defect  must  thereupon  be  completely  and 
liberally  covered  over  with  a  thick  layer  of  hydraulic  cement 
mortar,  of  the  quality  specified  for  the  joints,  to  the  full  satis- 
faction of  the  city  surveyor,  and  the  executive  board. 

As  the  work  proceeds,  all  of  the  required  specials  that  are 
indicated  upon  the  plan  of  the  street,  or  that  may  be  required 
during  the  progress  of  the  work,  shall  be  introduced  and  set  in 
their  proper  positions. 

Any  omissions  of  the  required  specials  intended  to  be  laid, 
and  indicated  upon  the  plan  for  the  sewer,  or  that  may  espe- 
cially be  ordered  beforehand  by  the  surveyor,  shall  be  corrected 
by  the  contractor  without  additional  compensation ;  but  in  case 
that  any  special  not  indicated  upon  the  said  plan,  or  not  dis- 
tinctly required  to  be  introduced  beforehand  by  the  surveyor 
is  inserted  into  the  sewer  after  the  latter  has  been  laid,  the 
expense  of  such  insertions  will  be  paid  by  the  executive  board 
upon  proper  certificate  from  said  surveyor. 

Before  leaving  the  work  for  the  night,  or  during  a  storm, 
or  for  any  other  reason,  care  must  be  taken  that  the  unfinished 
end  of  the  main  sewer,  or  of  any  lateral  sewer  is  securely 
closed  with  a  tightly  fitting  iron  or  wooden  plug.  Any  earth, 
or  other  materials  that  may  find  entrance  into  said  main  sewer, 
or  into  any  lateral  sewer,  through  any  such  open  end  or  un- 
plugged branch,  must  be  removed  at  the  contractor's  expense. 
The  cost  of  all  such  plugs,  and  the  labor  connected  therewith, 
moreover,  must  be  included  in  the  regular  prices  bid  for  the 
sewers.  E.  K. 

144.  Specifications  for  the  Manufacture  and  Delivery  of 
Cast  Iron  Water  Pipe.  The  following  specifications  for  the 
manufacture  of  cast  iron  water  mains  are  in  use  in  the  city  of 
Rochester,  N.  Y.  Although  water  pipe  is  now  manufactured 
and  sold  as  a  standard  article  of  commerce,  and  is  often  pur- 
chased without  any  test  or  inspection  whatever,  it  must  be  ad- 
mitted to  be  a  poor  practice,  and  if  the  contract  is  a  large  one, 
the  material  should  be  thoroughly  inspected  and  tested  in  all 
the  stages  of  manufacture.  Special  attention  should  be  given 
to  the  tests  of  the  strength  and  resilience  of  the  material. 
When  cast  iron  water  mains  burst,  it  is  due  to  a  water  ram 
or  shock,  and  the  more  elastic  the  material  is  of  which  the  pipes 


SPECIFICATIONS  FOR  WATER  PIPE. 


191 


are  composed,  the  less  will  be  the  force  of  the  ram  and  the  more 
able  the  pipes  will  be  to  withstand  the  shock.  The  resilience 
of  the  iron  is  measured  by  the  product  of  the  strength  into  the 
deflection,  and  in  the  following  specifications  both  tensile  and 
cross-breaking  tests  are  required,  and  the  requisite  deflection  in 
the  cross-breaking  test  is  also  specified.  The  deflection  here 
named  will  insure  a  very  good  quality  of  cast  iron,  so  far  as 
its  resilience  is  concerned,  although  the  strength  requirement  is 
not  particularly  high.  The  author  has  had  a  large  experience 
in  testing  the  strength  of  cast  iron,  and  he  can  approve  of  the 
standards  of  strength  and  resilience  here  named  for  water  pipe 
metal : 

SPECIFICATIONS   FOR   WATER  PIPE. 

Dimensions  and  Weight  of  Pipe. — The  pipe  shall  be  of  the 
kind  usually  known  as  "Hub  arid  Spigot/'  and  in  general  each 
straight  pipe  shall  be  about  twelve  feet  in  length  from  the  bot- 
tom of  the  hub  to  the  end  of  the  spigot.  No  straight  pipes  will 
be  received  that  will  lay  less  than  1 1  feet  8  inches ;  but  it  is 
understood  that  not  more  than  two  per  cent,  of  the  total  num- 
ber of  pipes  required  in  each  class  may  be  10  feet  or  more  in 
length,  produced  by  properly  cutting  off  in  a  lathe  a  defectively 
cast  spigot  end.  The  form  and  dimensions  of  the  hub  and 
spigot  ends  of  all  pipes  and  castings  shall  be  subject  to  the  ap- 
proval of  the  engineer,  when  specific  drawings  therefor  are  not 
furnished  by  him,  and  shall  conform  accurately  in  shape  and 
dimensions  to  all  drawings  that  may  be  furnished  by  him  from 
time  to  time. 

(See  accompanying  figure  for  these  dimensions  for  the  St. 
Louis  standard  water  pipe.) 


fc- 


V D 


192 


ENGINEERING  SPECIFICATIONS. 


The  weights  and  dimensions  of  the  straight  pipes  shall  con- 
form to  the  figures  in  the  following  table,  it  being  stipulated 
that  the  same  may  be  modified  at  any  time  hereafter  by  the 
engineer : 


TABLE   OF    WEIGHTS    AND    DIMENSIONS    OF  STRAIGHT    PIPE. 


3 

Standard 

^ 

!<! 

•w  s-    • 

§ 

weight  of 

<N 

<D 

^  g 

>£3&  ® 

is 

. 

pipe  laying 

1-1 

2- 

ft 

"S  C«w 

'5  i'*" 

i 

"o 

ft 

12  feet. 

•S.I 

rt   > 

'ft 

ft 

TJo  ^ 

•£**« 

-3 

"op 

0> 

T-> 

13 

o 

o 

«  °^ 

'cS 

^, 

•£? 

•o 

*S  *T 

s 

-*^ 

'O  ^  •** 

£ 

«M 

I 

1 

£ 

1 

It 

•j"S 

'®  <M 

i!t 

lit 

"a 

O 

•3 

o 

2 

<w 

^"o 

?« 

«M  5  c 

°^3  S 

Nominal  i 
pipe. 

O 

o 
H 

External 
bairel. 

M 
o 

Depth  of  I 

Per  Imeal 

Per  pipe. 

Permitted 
weight  i 

Maxim  urr 
laying  1 

Minimum 
laying  1 

||| 

Addition  1 
for  eac 
laying  ] 

in. 

inches. 

in. 

inches. 

in. 

Ibs. 

Ibs. 

p.c. 

Ibs. 

Ibs. 

pounds. 

pounds. 

36 

A 

44 

33^ 

7-  16  to  J^ 

^ 

492 

5,904 

3 

6,081 

5,727 

51 

41 

36 

B 

iH 

38J^ 

7-16  to  yz 

4^ 

444 

5,328 

3 

5,488 

5,168 

47 

87 

36 

C1 

i 

38^ 

7-16  to  yz 

4^ 

397 

4,764 

3 

4,907 

4,621 

43 

33 

30 

B 

i 

32J4 

%  to  7-1  6 

4^ 

330 

3,960 

3 

4,079 

3,841 

35 

26 

io 

% 

96  to  7-1  6 

3% 

165 

1,980 

4 

2,059 

1,901 

20 

14 

12 

9-16 

%  to  7-16 

SJ^ 

75 

900 

4 

C36 

864 

8 

6 

10 

^ 

5-16  to  % 

3J^ 

56 

672 

4 

699 

645 

7 

5 

8 

7-16 

5-16  to  % 

m 

41 

492 

4 

512 

472 

4 

3 

6 

ft 

5-16  to  % 

m 

30 

CGO 

4 

874 

346 

3 

2 

The  specified  internal  diameter  of  the  pipe  is  nominal,  but  no 
pipe  or  special  casting  of  any  class  shall  have  a  less  internal 
diameter  than  the  nominal  diameter.  The  external  diameters 
of  all  classes  of  said  pipe  shall  be  the  same  throughout,  and  all 
variations  in  thickness  of  metal  of  the  shells  or  barrels  shall  be 
made  by  changing  the  internal  diameter. 

The  thickness  of  the  metal  of  the  pipe  and  castings  will  be 
measured  after  they  have  been  thoroughly  cleaned,  and  before 
being  coated.  No  pipe  of  any  class  will  be  received  when  the 
thickness  of  the  metal  is  over  one-sixteenth  (1-16)  of  an  inch 
less  in  any  part  than  the  thickness  above  specified,  or  hereafter 
required  by  the  engineer. 

No  pipe  of  full  length  will  be  received  whose  weight  is  less 
than  the  above  specified  minimum  weight,  and  no  excess  of 
weight  in  any  such  pipe,  beyond  the  specified  maximum  weight, 
will  be  paid  for.  It  is  also  expressly  understood  that  the  aver- 


SPECIFICATIONS  FOR  WATER  PIPE.  193 

age  weights  of  the  straight  pipe  of  the  several  classes  shall  not 
exceed  the  said  standard  weights  by  more  than  two  per  cent, 
of  the  latter,  and  that  no  greater  over-weight  than  this  percent- 
age will  be  paid  for  in  the  final  settlement.  The  standard 
weight  of  the  straight  pipes  will  depend  upon  the  laying  length 
of  the  pipes  actually  furnished,  and  will  be  determined  by  the 
engineer. 

Quality  of  Metal. — The  materials,  details  of  manufacture, 
and  the  testing  of  all  pipe  and  special  castings  herein  referred 
to,  shall  at  all  times  be  subject  to  the  inspection  and  approval 
of  the  engineer.  The  metal,  which  must  be  remelted  in  the 
cupola  or  air  furnace,  shall  be  made  without  admixture  of  cin- 
der-iron or  other  inferior  metal,  and  shall  be  of  such  character 
as  to  make  a  pipe  strong,  tough,  and  of  sound,  even  grain,  free 
from  uncombined  carbon  when  examined  under  the  microscope, 
and  such  as  will  satisfactorily  bear  drilling,  chipping  and  cut- 
ting. Its  tensile  strength  and  resilience,  when  tested  in  proper 
samples,  shall  meet  all  the  requirements  hereinafter  expressed. 

Specimen  rods  of  the  metal  used,  of  a  size  and  form  suitable 
for  a  testing  machine,  shall  be  made  and  carefully  tested  to  as- 
certain its  tensile  strength.  Another  set  of  test  bars,  each 
being  twenty-six  (26)  inches  long,  two  (2)  inches  wide,  and 
one  ( I )  inch  thick,  shall  also  be  made  as  often  as  the  engineer 
shall  direct,  and  shall  be  tested  both  for  transverse  strength  and 
deflection  by  placing  them  horizontally  and  flatwise  upon  sup- 
ports twenty-four  (24)  inches  apart,  and  then  applying  a 
steadily  increasing  load  at  the  middle  of  each  bar. 

The  bars  for  testing  the  transverse  strength  or  resilience  of 
the  metal  shall  be  cast  from  regular  patterns  in  dry  or  green 
sand,  and  as  nearly  as  possible  to  the  required  dimensions  with- 
out being  finished  up ;  proper  corrections  will,  however,  be 
made  in  the  results  for  slight  variations  of  width  and  thick- 
ness. The  rods  for  testing  the  tensile  strength  of  the  iron,  on 
the  other  hand,  must  be  turned  down  on  a  lathe  in  order  to 
remove  the  rough  exterior  and  enable  the  diameter  to  be  accu- 
rately measured. 

At  least  one  set  of  four  test  bars,  of  each  kind  above  des- 
ignated, shall  be  made  and  tested  as  described  on  each  working 
day  during  the  manufacture  of  the  pipes  and  specials.  These 
test  bars  must  be  poured  from  the  ladle  either  before  or  after 
any  particular  pipes  or  special  casting  are  poured,  and  must 
present  true  samples  of  the  iron  used  in  said  pipes  or  castings. 
Records  shall  be  kept  of  the  tests  of  all  bars  made,  and  a  duly 
certified  copy  of  such  records  shall  be  forwarded  weekly  to  the 
engineer. 

The  quality  of  the  metal  used  for  the  pipe  and  specials 
must  be  such  that  said  bars  for  testing  resilience,  as  aforesaid, 
13 


19±  ENGINEERING  SPECIFICATIONS. 

shall  each  carry  a  center  load  of  not  less  than  nineteen  hundred 
(1,900)  pounds  before  breaking,  and  exhibit  a  deflection  of  not 
less  than  five-sixteenths  (5-16)  of  an  inch;  also  that  the  tensile 
strength  of  said  metal  shall  be  at  least  17,000  pounds  per 
square  inch,  as  determined  by  the  tests  with  the  first  named  set 
of  rods.  In  estimating  the  suitability  of  the  metal  from  said 
tests,  the  average  of  the  three  highest  results  obtained  from 
each  set  of  four  bars  will  be  considered  as  representing  the 
actual  strength  of  the  iron. 

Manufacture  of  Pipe  and  Special  Castings.— All  the  straight 
pipes  shall  be  cast  in  dry  sand  moulds,  vertically  with  the  hub 
end  down.  Every  pipe  is  to  have  the  initials  of  the  maker's 
name  cast  distinctly  upon  it,  and  also  the  year,  the  class  letter, 
and  a  number  signifying  the  order  of  its  casting,  in  point  of 
date;  the  several  different  classes  of  pipe  each  to  have  its  own 
series  of  numbering;  the  figures  and  letters  to  be  at  least  two 
inches  in  length,  with  a  proportionate  width ;  the  weight  of 
each  pipe  to  be  conspicuously  painted  on  the  outside,  before 
delivery,  with  white  lead  paint  at  the  contractor's  expense. 

The  branches  and  all  other  special  castings  must  conform 
in  weight  and  thickness  of  iron  to  the  drawings  and  directions 
to  be  furnished  by  the  engineer,  and  no  allowance  will  be  made 
for  making  or  altering  patterns  for  the  pipe  or  any  special  cast- 
ing?, or  for  any  machine  work  in  properly  facing  and  drilling 
flanges,  etc.,  where  bolted  joints  are  to  be  made.  All  required 
machine  work  on  said  castings  shall  be  done  in  the  best  and 
most  workmanlike  manner,  in  accordance  with  said  plans  and 
directions  of  the  engineer,  and  to  his  entire  satisfaction.  Said 
castings  shall  be  subjected  to  the  same  examinations  and  tests 
at  the  foundry,  except  the  water-pressure  proof,  as  the  straight 
pipe,  and  shall  be  marked  in  a  similar  manner.  The  engineer 
may  reject,  without  proving,  any  pipe  or  casting  which  is  not 
in  conformity  with  the  specifications  or  the  drawings  furnished. 

Pipes  and  special  castings  shall  not  be  taken  from  the  pit 
and  stripped  while  still  showing  any  color  of  heat,  but  shall  be 
left  in  the  flasks  for  a  sufficient  length  of  time  to  prevent  un- 
equal cooling  and  contraction  by  subsequent  exposure. 

On  being  removed  from  the  flasks,  all  pipes  and  special  cast- 
ings shall  be  subjected  to  a  careful  examination  and  hammer 
test  for  the  purpose  of  detecting  imperfections  of  any  kind. 
They  shall  then  be  thoroughly  dressed  and  made  clear  and  free 
from  earth,  sand  or  dust,  which  adheres  to  the  iron  in  the 
moulds ;  iron  wire  brushes  must  be  used,  as  well  as  softer 
brushes  to  remove  the  loose  dust.  No  acid  shall  be  used  in 
cleaning  the  castings.  After  having  been  properly  dressed  and 
cleaned,  they  shall  again  be  subjected  to  a  thorough  inspection 


SPECIFICATIONS  FOR  WATER  PIPE.  195 

and  hammer  test.  The  contractor  will  be  required  at  the 
foundry  to  place  all  castings  in  such  positions  as  may  be  deemed 
necessary  by  the  engineer  for  convenience  of  inspection. 

The  pipes  and  special  castings  shall  be  free  from  scoria, 
sand-holes,  air-bubbles  and  other  defects  or  imperfections ;  they 
shall  be  truly  cylindrical  in  the  bore,  straight  in  the  axis  of  the 
straight  pipes,  and  true  to  the  required  curvature  or  form  in  the 
axis  of  the  other  pipes ;  they  shall  be  internally  of  the  full  speci- 
fied diameters,  and  shall  have  their  inner  and  outer  surfaces 
concentric.  To  insure  proper  diameters  of  sockets  and  spigots, 
a  circular  iron  templet  of  the  required  dimensions  shall  be 
passed  to  the  bottom  of  every  socket,  and  a  circular  ring  over 
every  spigot.  Care  shall  also  be  taken  to  avoid  all  excess  in 
diameter  of  the  sockets.  No  pipes  or  special  castings  will  be 
accepted  which  are  defective  in  joint  room,  whether  in  conse- 
quence of  eccentricity  of  form  or  otherwise.  No  lump  or  rough 
places  shall  be  left  in  the  barrels  or  sockets,  and  no  plugging  or 
filling  will  be  allowed.  All  pipes  and  special  castings  with  de- 
fective hubs  or  flanges  will  be  rejected. 

When  a  defective  spigot  end  is  to  be  cut  off  from  any 
straight  pipe,  such  cutting  must  in  all  cases  be  done  in  a  lathe, 
and  a  suitable  bead  or  fillet  of  half-oval  wrought  iron,  about 
three-fourth  (ft)  inch  wide  and  five-sixteenths  (5-16)  inch 
thick  shall  be  shrunk  upon  the  new  end  of  the  pipe ;  and  there 
shall  be  deducted  from  tbe  proper  original  weight  of  the  pipe 
an  amount  as  determined  from  the  rate  specified  in  the  forego- 
ing table. 

Coating  the  Pipe  and  Special  Castings. — After  the  above 
described  cleaning  and  inspection,  every  pipe  and  special  cast- 
ing shall  be  heated  in  a  suitable  oven  to  a  temperature  of  about 
320  degrees  Fahrenheit  and,  while  at  this  temperature,  be  im- 
mersed in  a  bath  of  hot  coal  tar  pitch  varnish,  prepared  in 
general  according  to  Dr.  R.  Angus  Smith's  process.  Special 
care  shall  be  taken  to  have  the  surfaces  of  all  pipes  and  cast- 
ings entirely  clean  and  free  from  rust  immediately  before  put- 
ting them  into  said  "bath.  If  any  pipe  or  casting  cannot  be 
dipped  in  said  bath  soon  after  its  removal  from  the  mould,  it 
shall  at  once  be  thoroughly  coated  with  pure  linseed  oil  in  order 
to  prevent  the  formation  of  any  rust  before  applying  said 
varnish. 

The  varnish  above  mentioned  shall  be  made  from  coal  tar, 
distilled  until  the  naptha  is  entirely  removed  and  the  material 
deodorized,  also  until  it  attains  the  consistency  of  wax  when 
cold.  Pitch  which  becomes  hard  and  brittle  when  cold  will  be 
rejected.  To  this  material  from  five  to  six  per  cent,  of  its 
weight  of  pure  boiled  linseed  oil  shall  be  added  and  thoroughly 


190  ENGINEERING  SPECIFICATIONS. 

boiled  therewith.  The  relative  portions  of  pitch  and  oil,  as 
well  as  the  details  of  mixture  and  boiling-,  are  to  be  carefully 
determined  by  experiment. 

The  coating  must  be  durable,  smooth,  glossy,  hard,  tough, 
perfectly  waterproof,  not  affected  by  any  salts  or  acids  found 
in  the  soil,  free  from  bubbles  or  blisters,  strongly  adhesive  to 
the  iron  under  all  circumstances,  and  with  no  tendency  to  be- 
come soft  enough  to  flow  when  exposed  to  the  sun  in  summer, 
or  to  become  so  brittle  as  to  scale  off  in  winter.  As  one  test 
of  the  quality  of  the  coating,  a  properly  coated  specimen  casting 
will  be  plunged  into  a  freezing  mixture,  and  kept  therein  until 
the  metal  has  acquired  the  temperature  of  said  mixture,  after 
which  the  casting  shall  be  well  hammered.  If  the  coating 
remains  tough  and  adheres  closely  to  the  metal,  it  will  be  con- 
sidered proper,  provided  that  it  be  satisfactory  in  all  other 
respects. 

After  a  varnish  of  the  proper  quality  has  been  obtained,  it 
shall  be  heated  in  a  suitable  dipping  tank  to  a  temperature  of 
about  300  degrees  Fahrenheit,  or  such  other  temperature  as 
may  be  found  expedient,  and  shall  be  maintained  thereat  uni- 
formly during  the  time  of  dipping.  Fresh  materials  must  be 
added  from  time  to  time  in  the  right  proportions  to  keep  the 
mixture  of  the  proper  consistency.  The  exact  proportions  will 
be  determined  by  the  engineer,  and  will  be  varied  also  accord- 
ing to  the  season  of  the  year,  as  may  be  directed  by  the  caid 
engineer,  or  found  necessary  to  produce  a  coating  of  the  re- 
quired quality.  The  tank  shall  also  be  occasionally  emptied  of 
its  contents  and  refilled  with  fresh  material,  the  frequency  of 
such  operation  depending  both  on  the  character  of  the  mixture 
and  the  manner  of  conducting  the  coating  process. 

Every  pipe  and  special  casting,  after  having  been  inspected, 
cleaned  and  dressed  as  above  described,  shall  be  heated  in  a 
suitable  oven  to  a  temperature  about  20  degrees  Fahrenheit 
higher  than  that  which  was  found  most  expedient  for  the  bath 
of  coating  material  aforesaid,  and  while  at  such  temperature, 
shall  be  immersed  or  dipped  in  said  bath.  All  pipes  or  cast- 
ings shall  remain  in  the  tank  at  least  twenty  (20)  minutes,  or 
as  much  longer  as  may  be  necessary  to  insure  the  soundness 
of  the  coating. 

Whilst  any  pipe  or  casting  remains  in  said  bath,  the  hot  mix- 
ture must  be  kept  thoroughly  stirred  by  a  frequent  rolling, 
turning  or  churning  motion  of  such  casting,  and  upon  its  re- 
moval from  the  tank,  the  coating  shall  fume  freely  for  a  short 
time,  and  set  perfectly  hard  within  one  hour  thereafter.  Proper 
facilities  for  handling  the  castings  and  allowing  all  surplus 
material  to  drip  off,  shall  be  provided  by  the  contractor.  The 
cost  of  all  labor  and  material  involved  in  the  coating  of  the 


SPECIFICATIONS  FOR  WATER  PIPE.  197 

pipes  and  castings  must  be  included  in  the  prices  bid  for  fur- 
nishing said  pipes  and  castings. 

Testing. — After  the  said  coating  has  become  thoroughly 
set  and  hard,  every  pipe  shall  be  subjected  to  a  proof  by  water- 
pressure  of  from  200  to  300  pounds  per  square  inch,  according 
to  its  class  and  diameter,  and  as  \vill  be  determined  by  the 
engineer.  Each  pipe  while  under  the  required  pressure,  shall 
be  sharply  rapped  from  end  to  end  with  a  hand  hammer,  to 
ascertain  whether  any  defects  have  been  overlooked;  and  any 
pipes  which  may  exhibit  any  defects  by  leaking,  sweating  or 
otherwise,  shall  be  rejected. 

All  the  above  inspections,  manipulation  and  tests  of  the  pipe 
and  test  bars  shall  be  made  at  the  expense  of  the  contractor 
for  the  pipe,  said  expense,  however,  i*ot  to  include  salary  of 
any  inspector  who  may  be  appointed  by  the  executive  board. 
If  required  by  the  said  board,  the  affidavit  of  the  superintend- 
ent of  the  foundry,  or  that  of  the  foreman  employed  by  him  to 
perform  the  above  described  testing,  shall  also  be  furnished  to 
the  engineer  from  time  to  time ;  said  affidavits  to  be  recorded 
upon  the  pipe  inspector's  sheets,  and  stating  in  detail  that  the 
pipes  or  castings  therein  described  have  been  carefully  tested 
at  the  foundry  in  accordance  with  these  specifications,  and  that 
no  defects  were  discovered  or  discoverable. 

Weighing  for  Payment. — The  pipes  and  castings  will  be 
weighed  for  payment  after  all  cleaning,  dressing  and  machine 
work  has  been  done  and  the  coating  has  been  applied,  and  the 
contractor  must  furnish,  at  his  own  expense,  accurate  and 
properly  sealed  scales,  together  with  the  necessary  labor  for 
the  purpose.  The  executive  board  also  reserves  the  right  to  re- 
weigh  on  similar  scales,  any  pipe  or  casting  upon  or  after  its 
arrival  at  the  designated  point  of  delivery ;  and  if  any  discrep- 
ency  be  discovered  between  the  weight  marked  upon  said  pipe 
or  casting  and  that  which  was  found  on  such  re-weighing,  the 
latter  weight  will  be  adopted  in  the  final  settlement.  Payment 
for  all  material  furnished  in  accordance  with  these  specifica- 
tions will  be  made  at  the  prices  bid  per  net  ton  (2,000  pounds) 
for  straight  pipe  and  special  castings. 

Transportation  of  Pipes  and  Castings. — All  pipes  and  cast- 
ings must  be  delivered  in  all  respect  sound  and  in  conformity 
with  these  specifications.  Upon  their  delivery  at  the  point 
designated,  the  executive  board  reserves  the  right  to  subject 
the  said  pipe  and  castings  to  the  same  water-pressure  proof  and 
hammer  tests  as  are  above  specified  to  be  applied  at  the 
foundry;  and  all  defective  pipes  or  castings  which  may  have 
passed  the  inspector  at  the  foundry,  or  which  may  have  been 
broken  in  transportation  from  the  foundry  to  said  point  of  de- 
livery, will  be  rejected  when  there  discovered,  unless  the  same 


198  ENGINEERING  SPECIFICATIONS 

may  be  cut  as  hereinafter  provided.  Care  must  also  be  taken 
in  handling  the  pipes  and  castings  not  to  injure  the  coating, 
and  no  material  of  any  kind  shall  be  placed  in  said  pipes  and 
castings  during  transportation,  or  any  time  after  being  coated. 
If,  upon  its  arrival  at  the  designated  point  of  delivery,  the 
spigot  end  of  any  straight  pipe  should  be  found  cracked  cr 
broken,  during  transportation  from  the  foundry  to  the  said 
point  or  otherwise,  such  defective  portion  will  be  cut  off  at  the 
contractor's  expense,  provided  that  the  same  does  not  exceed 
a  length  of  four  (4)  feet,  and  a  suitable  fillet  or  bead  shall  then 
be  shrunk  on  the  new  spigot  end,  as  above  specified,  A  deduc- 
tion from  the  proper  original  weight  of  such  pipe  shall  also  be 
made  in  each  such  case  at  the  rate  specified  in  the  above  table 
for  every  inch  of  length  so  cut  off.  No  pipe  or  special  casting 
in  which  the  hub  is  found  to  be  cracked  or  defective  in  any 
respect,  will  be  accepted  at  said  point  of  delivery  or  elsewhere ; 
nor  will  any  special  casting  with  a  defective  spigot  end  be  re- 
ceived, or  permitted  to  be  cut  off,  without  the  written  order 
of  the  engineer.  E.  K. 

145.  Specifications  for  Laying  Water  Pipe.  The  follow- 
ing clauses  referring  to  the  methods  of  laying  water  pipe,  and 
making  the  joints,  are  taken  from  the  complete  specifications 
on  this  subject  used  by  the  water  commissioner  of  St.  Louis. 
All  that  portion  of  the  specification  referring  to  the  trenching, 
protection,  tools,  alignment,  grades,  connections,  back-filling, 
etc.,  together  with  the  general  clauses  are  here  omitted. 

The  reducers,  bends,  caps  and  such  other  parts  as  are  liable 
to  draw,  shall  be  firmly  secured  by  straps  and  bolts,  and  in 
addition  to  this  a  firm  blocking  shall  be  set  behind  all  caps, 
curves,  fire  hydrants  and  three  way  branches,  said  blocking  to 
have  a  large  surface  bearing  against  the  undisturbed  earth,  and 
to  be  wedged  up  tight.  All  applications  necessary  to  the  per- 
fect working  of  the  distribution,  when  the  water  is  let  on,  shall 
be  made  and  completed, 

The  straps  and  bolts  used  shall  be  made  from  the  best  Amer- 
ican refined  iron,  and  the  size  and  workmanship,  as  well  as 
the  material,  shall  be  in  all  respects  satisfactory  to  the  water 
commissioner. 

Any  omission  of  branches,  stop-cocks,  or  other  appurte- 
nances intended  to  be  laid,  shall  be  corrected  when  required,  by 
re-opening  the  trench,  if  it  has  been  filled  up,  and  introducing 
what  may  have  been  omitted. 

At  the  time  when  laid,  the  spigots  of  the  pipe  shall  be  so 
adjusted  in  the  sockets  as  to  give  a  uniform  space  all  around,. 


SPECIFICATIONS  FOR  LAYING  WATER  PIPE.          199 

and  if  any  pipe  does  not  allow  sufficient  space,  it  shall  be  re- 
placed by  one  of  proper  dimensions.  The  joint  shall,  at  all 
points,  be  at  least  five-sixteenths  of  an  inch  in  thickness.  In 
the  lead  and  gasket  joints,  the  depth  of  lead  shall  not  be  less 
than  three  and  one-quarter  inches  for  the  fifteen  inch  pipes  and 
over,  nor  less  than  two  and  three-quarters  inches  for  smaller 
pipes.  Gaskets  of  clean,  sound  hemp  yarn,  braided  or  twisted, 
and  tightly  driven,  shall  be  used  to  pack  these  joints;  when 
required,  a  space  of  one-quarter  inch  shall  be  left  between  the 
contiguous  pipes. 

The  lead  used  shall  be  of  the  be^t  quality  of  pure  and  soft 
lead,  and  suitable  for  caulking  and  securing  a  tight  and  perma- 
nent joint. 

Before  running  the  lead,  the  joints  shall  be  carefully  wiped 
out  to  make  them  clean  and  dry ;  the  joint  shall  be  run  full  at 
one  pouring,  and  the  melting  pot  shall  always  be  kept  within 
fifty  feet  of  the  joint  about  to  be  poured. 

The  joint  shall  be  caulked  by  competent  mechanics.  The 
caulking  to  be  faithfully  executed,  and  in  such  a  manner  as  to 
secure  a  tight  joint  without  overstraining  the  iron  of  the  bell. 
In  all  cases  the  caulking  shall  be  done  towards  the  place  of  the 
gate  and  other  points  where  the  lead  is  likely  to  be  porous,  so  as 
to  drive  it  together  at  these  points  The  lead,  after  being 
driven,  shall  be  flush  with  the  face  of  the  socket. 

The  pipes  and  all  other  castings  shall  be  carefully  swept 
and  cleaned,  as  they  are  laid,  of  any  earth  or  rubbish  which 
may  have  found  place  inside,  during  or  before  the  operation  of 
laying.  Every  open  end  of  a  pipe  shall  be  plugged  or  other- 
wise closed  before  leaving  the  work  for  the  night. 

In  refilling  the  trenches,  the  earth  filled  into  the  bottom  of 
the  trench,  under  and  to  the  top  of  the  pipes  and  other  cast- 
ings, shall  be  carefully  packed  and  well  rammed  with  proper 
tools  for  the  purpose. 

Whenever  written  directions  so  to  do  are  given,  the  con- 
tractor shall  fill  the  trench  with  river  sand,  said  filling  to  be 
done  in  exact  accordance  with  the  orders  and  directions  of  the 
water  commissioner.  For  all  sand  filling  done  as  above,  the 
sum  of  $ per  cubic  yard  will  be  paid,  which  sum  shall  in- 
clude all  expense  of  materials,  tools  and  labor  for  the  sand 
filling,  and  removing  the  surplus  earth  from  the  work. 

Care  shall  be  taken  to  give  the  pipe  a  solid  bearing  through- 
out its  entire  length.  The  earth  filling  above  the  pipes  shall 
also  be  sufficiently  packed  and  rammed  to  prevent  -after  settle- 
ment, and  the  material  used  shall  be  free  from  stones  or  rock 
fragments.  The  trenches  shall,  in  all  cases,  be  refilled  with  the 
material  furnished  by  their  excavation,  provided  that  it  be  of 
a  proper  quality,  and  the  necessary  haul  be  not  more  than  500 


200  ENGINEERING  SPECIFICATIONS. 

feet.  Earth  borrowed  or  hauled  over  500  feet,  to  refill  the 
trenches  (excepting  trenches  where  rock  has  been  excavated), 
will  be  paid  for  as  embankment,  at  the  price  given  under  item 
of  section  seven. 

In  streets  and  roads,  the  class  of  surface  before  existing 
shall  be  replaced  so  as  to  be  in  every  way  equal  to  that  sur- 
face in  materials  and  workmanship,  and  satisfactory  to  the 
water  commissioner. 

Whenever  trenches  are  excavated  in  or  across  streets  paved 
with  granite  or  wood  blocks,  or  with  asphalt,  the  contractor 
will  be  required  to  have  the  back-fill  of  trench  thoroughly 
rammed  (not  less  than  three  men  ramming  to  each  man  filling 
the  trench),  and  to  replace  the  paving  temporarily,  so  as  to 
make  the  street  passable  for  traffic;  the  permanent  laying  of 
the  pavement  in  these  cases,  will  be  assumed  by  the  city. 

A  wooden  box  or  vault  shall  be  furnished  and  set  over  each 
of  the  stop  cocks,  air  cocks,  and  fire  hydrants,  and  the  iron 
frames  and  covers  shall  be  properly  fastened  to  them.  These 
boxes  are  to  be  made  of  the  form  and  dimensions  shown  by 
samples  furnished  and  approved  by  the  water  commissioner; 
they  shall  be  made  from  sound,  well  seasoned  oak  lumber ;  the 
corner  posts  shall  be  of  four-inch  scantling,  and  the  sides 
shall  be  formed  from  two-inch  plank,  set  close,  and  securely 
nailed.  M.  L.  H. 

146.  Specifications  for  Stop  Valves.  The  following  speci- 
fications for  stop  valves  for  water  mains  are  thought  to  be  par- 
ticularly strong  in  the  requirements  governing  the  strength  of 
the  material  used  in  the  different  parts.  These  requirements 
are  followed  up  very  carefully  by  numerous  tests  of  the 
strength  of  the  material,  and  in  this  way  the  character  of  the 
composition  metal  used  has  come  to  be  very  superior  to  that 
formerly  employed,  and  much  superior  to  that  which  would  be 
obtained  without  such  .rigid  specifications  and  tests.  They  are 
the  standard  specifications  used  in  the  St.  Louis  water  depart- 
ment. 

All  the  iron  castings  shall  be  made  from  a  superior  quality 
or  iron,  remelted  in  the  cupola  or  air  furnace,  tough  and  of 
even  grain,  and  shall  possess  a  tensile  strength  of  not  less  than 
18,000  pounds  per  square  inch. 

Test  bars  of  the  metal  3  inches  by  Y-Z  inch  when  broken 
transversely,  18  inches  between  supports  and  loaded  in  the  cen- 
ter shall  have  a  breaking  load  of  not  less  than  1,000  pounds, 
and  shall  have  a  total  deflection  of  not  less  than  3-10  of  an 


SPECIFICATIONS  FOE  STOP  VALVES.  201 

inch  before  breaking.  Said  bars  to  be  cast  as  near  as  possible 
to  the  above  dimensions  without  finishing,  but  correction  will 
be  made  by  the  water  commissioner  for  variations  in  thickness 
and  width,  and  the  corrected  result  must  conform  to  above  re- 
quirements. 

Specimen  bars  of  the  metal  used,  of  a  size  and  form  suitable 
for  testing,  shall  be  prepared  when  required. 

These  specimen  bars  shall  be  poured  from  the  ladle  at  any 
time,  either  before  or  after  the  casting  has  been  poured,  as  may 
be  required,  and  shall  present  a  true  specimen  of  the  iron  used 
for  making  the  castings. 

If  any  two  test  bars  cast  the  same  day  do  not  show  the  re- 
quired cross  breaking  load  and  deflection,  all  the  castings  made 
from  the  same  mixture  to  be  rejected. 

Each  valve  shall  have  the  maker's  initials,  the  numbers  show- 
ing point  in  time  of  casting,  and  the  year  cast  upon  it.  The 
year  above  and  the  number  below,  thus : 

1890  1890 

—  —   ete' 

The  figures  and  letters  will  be  from  2  to  2^2  inches  long, 
and  shall  have  at  least  l/%  inch  relief. 

All  the  wrought  iron  used  shall  be  of  the  first  quality  of 
American  refined  iron. 

All  the  composition  metal  used,  except  the  valve  stem,  shall 
be  composed  of  the  following  proportions,  viz:  85  per  cent, 
copper,  10  per  cent,  tin,  and  5  per  cent,  spelter;  and  shall  have 
a  tensile  strength  of  not  less  than  22,000  pounds  per  square 
inch,  with  5  per  cent,  elongation  in  8  diameters,  and  5  per  cent, 
reduction  of  area  at  breaking  point. 

All  castings  must  conform  in  shape  and  dimensions  to  the 
drawings.  The  castings  must  be  clean  and  perfect,  without 
blow  or  sand  holes,  or  defects  of  any  kind.  No  plugging  or 
other  stopping  of  holes  will  be  allowed. 

The  valve  guides  must  be  straight  and  smooth.  Irregulari- 
ties, if  any,  must  be  planed  or  chipped  off  smooth.  All  face 
joints  must  be  planed  true  and  smooth,  in  the  most  workman- 
like manner,  so  as  to  make  a  perfectly  water-tight  joint,  with 
a  very  thin  layer  of  strictly  pure  lead  cement. 

All  bolt  holes  must  be  accurately  drilled  from  templates.  The 
upper  part  of  valve  to  be  finished  to  receive  the  valve  stem, 
collar  and  stuffing  box,  and  the  fitting  at  this  point  must  be 
such  as  to  secure  a  perfect  working  joint. 

The  valve  to  be  a  two-faced  wedge  valve;  the  castings  for 
same  to  be  as  shown  on  drawing.  The  raised  rims  to  be  turned 
tme  with  dovetailed  channel  to  hold  the  composition  rings. 
The  faces  must  be  brought  to  the  exact  angle  before  the  rings 


202  ENGINEERING  SPECIFICATIONS. 

are  put  on.  The  face  rings  are  to  be  of  composition  metal,  of 
quality  hereinbefore  specified,  and  are  to  be  turned  to  fit  the 
dovetail  in  the  iron  wedge.  The  composition  rings  of  valves 
must  be  shrunk  on,  and  also  fastened  by  copper  studs,  placed 
not  over  three  inches  apart — the  whole  to  be  then  brought  to  a 
true  plane  surface. 

The  upper  portion  of  the  wedge  to  be  arranged  to  receive 
the  composition  nut  as  shown.  Care  shall  be  taken  to  give  the 
composition  nut  a  perfect  bearing  surface — both  top  and  bot- 
tom. 

On  the  36  inch  and  30  inch  valves,  the  brass  bearings  of  side 
guides  shall  be  of  the  full  dimensions,  and  have  the  exact  clear- 
ance shown  on  drawings,  and  be  secured  in  place  by  counter- 
sunk copper  studs,  placed  not  over  three  inches  apart,  after 
which  the  guides  shall  be  brought  to  a  true  and  smooth  sur- 
face. 

The  seats  for  rings  in  body  of  valve  shall  be  turned  true  and 
smooth,  and  to  the  required  angle  as  shown  on  drawings. 

The  seat  rings  shall  be  of  form  and  dimensions  as  shown  on 
drawings,  and  faced  true  and  smooth.  Seat  rings  to  be  forced 
into  position  and  thoroughly  and  securely  fastened  in  place, 
and  a  perfectly  water-tight  joint  secured. 

All  valves  of  10  inch  diameter  and  upwards  to  be  provided 
with  indicator  as  shown  on  drawings. 

All  wrought  iron  bolts  and  nuts  to  be  m?.de  from  the  best 
quality  of  American  refined  iron.  The  nuts  to  be  hexagonal 
and  the  heads  square.  Heads,  nuts  and  threads  to  be  standard 
size. 

Valve  stem  shall  be  made  of  phosphor  bronze,  quality  B; 
or  Crescent  bronze,  quality  No.  2 ;  or  of  first  quality  of  "Stuck- 
stede"  bronze,  and  shall  be  free  from  flaws  or  defects  of  any 
kind,  and  have  a  tensile  strength  of  not  less  than  30,000  pounds 
per  square  inch.  Screw  threads  on  the  stems  and  nuts  to  be 
cut  in  most  perfect  manner,  and  of  the  exact  pitch  shown  on 
the  drawings,  and  so  as  to  work  true  and  smooth,  and  in  per- 
fect line  throughout  entire  lift  of  valve. 

There  shall  be  two  dowel  pins,  made  of  composition,  set  in 
the  flanges  connecting  the  dome  and  main  casting,  as  shown 
on  drawings,  for  the  purpose  of  centering  and  bringing  into 
perfect  alignment  these  castings.  Holes  for  dowel  pins  to  be 
drilled  and  reamed  tapering,  and  pins  turned  to  perfect  fit. 
Pins  for  the  36  inch  and  30  inch  to  be  I  inch  in  diameter ;  for 
the  20  and  15  inch,  ^  mch  diameter;  for  the  12  and  10  inch, 
^8  inch  diameter ;  and  for  the  8  and  6  inch,  >^  inch  diameter. 

Gearing  to  be  extra  strong,  and  of  the  form  and  dimensions 
shown.  Pinion  post  to  be  of  a  good  quality  of  steel ;  key  seats 
shall  be  truly  cut,  and  keys  made  of  steel,  and  of  the  full  di- 
mensions. 


SPECIFICATIONS  FOR  STOP  VALVES. 


203 


Cap  nuts  for  valve  wrench  to  be  of  the  following  outside 
dimensions:  for  all  6  to  15  inch  valves  (inclusive),  to  be  2 
inches  square ;  for  the  20  inch,  to  be  2^4  inches  square ;  and  for 
the  30  and  36  inch,  to  be  3>^  inches  square. 

All  iron  work,  after  being  thoroughly  cleaned,  to  be  painted 
with  three  good  coats  of  paraffine  varnish,  applied  hot.  The 
valves  shall  be  tested  by  hydraulic  pressure,  as  follows: 

First.  Heads  shall  be  secured  at  each  end  of  casting,  the 
valve  opened,  and  a  pressure  of  200  pounds  per  square  inch 
applied. 

Second.  Each  face  joint  of  valve  shall  be  tested  by  closing 
the  valve,  leaving  one  end  of  the  casting  open,  and  applying  a 
pressure  of  100  pounds  per  square  inch  to  the  other — this  oper- 
ation to  be  reversed  to  test  the  other  face. 

Any  and  all  defects  developed  in  testing  shall  be  thoroughly 
corrected  to  the  satisfaction  of  the  water  commissioner.  After 
testing  all  valves  to  be  thoroughly  drained. 

All  parts  of  valves  of  the  same  size  to  be  perfectly  inter- 
changeable. 

The  water  commissioner  may  take  at  random  any  wrought 
iron  bolt  or  nut,  and  have  it  broken  in  a  testing  machine.  If 
bolt  shall  not  fulfill  the  requirements  of  table  below,  the  whole 
lot  of  that  size  and  make  to  be  rejected : 


SIZE  OF  BOLT. 

TENSILE  BREAKING 
STRENGTH. 

REDUCTION  OP  AREA  AT 
BREAKING  POINT. 

5-8  inch. 

9,000  Ibs. 

20  per  cent. 

3-4    " 

13,000    " 

20  per  cent. 

7-8    " 

19,000    " 

20  per  cent. 

1           " 

25,000    " 

20  per  cent. 

1  1-8    " 

31,000    " 

20  per  cent. 

1  1-4    " 

40,000    " 

20  per  cent. 

1  1-2    " 

58,000    " 

20  per  cent. 

The  water  commissioner  may  take  at  random  any  valve  stem 
with  nut,  either  finished  or  unfinished,  for  6,  8,  10  or  12  inch 
valves,  and  have  it  broken  in  a  testing  machine. 

If  any  stem  or  nut  shall  not  fulfill  the  requirements  of  the 
table  below,  the  whole  lot  of  that  make  and  size  to  be  rejected : 


SIZE  OF  VALVE, 

TENSILE  BREAKING 
STRENGTH  OF  STEM. 
(Including  Nut  and  Collar.) 

DUCTILITY  IN 
8  Diameters. 

6  inch. 
8     " 
10     " 
12    " 

34,000  Ibs. 
34,000    •" 
34.000    " 
42,000     " 

8  per  cent. 
8 
8 
8        " 

ENGINEERING  SPECIFICATIONS. 

All  valve  stems  for  15  inch  and  larger  valves  to  be  cast  with 
a  coupon  on  one  end,  15  inches  long  by  1^/2  inches  diameter. 
Any  one  or  all  of  these  coupons  may  be  taken  by  the  water 
commissioner  and  broken  in  a  testing  machine.  If  any  coupon 
shall  show  a  breaking  strength  of  less  than  30,000  pounds  per 
square  inch,  or  shall  have  a  ductility  of  less  than  8  per  cent,  in 
8  diameters,  the  stem  from  which  it  was  cut  shall  be  rejected. 

For  all  materials  taken  by  the  water  commissioner  for  test- 
ing which  are  found  to  conform  to  the  above  requirements, 
there  shall  be  added  to  the  final  estimate : 

For  all  wrought  iron 7  cents  per  pound. 

For  all  Phosphor  bronze 25  cents  per  pound. 

For  all  Crescent  bronze 25  cents  per  pound. 

For  all  Stuckstede  bronze 25  cents  per  pound. 

The  broken  material  to  belong  to  the  party  of  the  second  part. 
For  all  materials  taken  for  testing  which  do  not  come  up  to 
requirements  there  shall  be  no  allowance,  and  the  broken  ma- 
terial shall  be  returned  to  party  of  the  first  part.1 

The  whole  to  be  put  together  in  a  thorough  and  workman- 
like maner,  and  delivered,  packed,  ready  for  use.  The  work- 
ing parts  to  be  perfectly  fitted  together  and  working  true  in 
line.  The  joint  between  the  face  rings,  when  the  valve  is 
closed,  must  be  absolutely  water-tight.  The  whole  to  be  in 
material,  workmanship  and  finish,  to  the  satisfaction  and  ac- 
ceptance of  the  water  commissioner.  M.  L.  H. 


LUMBER  GRADING  AND  CLASSIFICATION. 

147.  Rules  of  the  Southern  Lumber  Manufacturers'  As- 
sociation. The  rules  given  in  the  following  articles  were 
adopted  by  the  Southern  Lumber  Manufacturers'  Association 
at  Memphis,  Tennessee,  February  21,  1895.  They  are  given 
here  entire  to  assist  the  engineer  to  use  descriptive  terms  in  the 
same  sense  in  which  they  are  used  by  the  lumber  manufact- 
urers and  dealers.  While  they  are  intended  to  apply  only  to 
southern  yellow  pine,  they  can  be  understood  to  apply  in  a 
general  way  to  all  merchantable  lumber.  Since  lumber  is  al- 
ways sold  under  certain  grade  names,  and  since  in  the  large 

1  In  the  St.  Louis  specifications  the  contractor  is  the  party  of  the  first  part 


LUMBER  GRADING  AND  CLASSIFICATION.  205 

markets  the  lumber  is  officially  graded,  it  is  sufficient  for  the 
engineer  and  architect  to  use  these  technical  terms  in  his  speci- 
fications, provided  he  knows  that  he  is  using  it  in  the  same 
sense  in  which  it  is  used  by  lumber  dealers  in  that  market.  If 
he  does  not  feel  safe  in  limiting  his  description  to  the  use  of 
such  technical  class  terms,  he  will  still  find  considerable  infor- 
mation in  the  following  official  rules,  which  will  enable  him 
better  to  describe  the  kind  of  lumber  which  he  wishes  to  have 
supplied. 

148.  General  Rules  for  Classifying  Lumber.  The  follow- 
ing general  rules  are  intended  to  serve  as  a  guide  to  lumber 
inspectors  in  enabling  them  to  classify  the  lumber  in  accord- 
ance with  the  grades  named  below  in  subsequent  articles. 

I.  Yellow  pine  lumber  shall  be  graded  and  classified  accord- 
ing to  the  following  rules  and  specifications  as  to  quality ;  and 
dressed  stock  shall  conform  to  the  subjoined  table  of  standard 
sizes,  except  where  otherwise  expressly  stipulated  between 
buyer  and  seller. 

2..  Recognized  defects  in  yellow  pine  are  knots  (pin,  round, 
spike v black,  encased,  loose  or  rotten),  knot  holes,  splits  (either 
from  seasoning,  ring-heart  or  rough  handling),  shake,  wane, 
crooks,  warp,  rotten  streaks,  dote,  rot,  worm  holes,  pitch  pock- 
ets, seasoning  or  kiln  checks,  blue  sap  and  pitch  streaks. 

3.  Bright  sap  shall  not  be  considered  a  defect  in  any  of  the 
grades  provided  for  and  described  in  these  rules.  The  restric- 

1  Some  of  the  following  terms  may  need  defining:  Ring-heart  is  a  "shake  "  or  cleav- 
age along  the  plane  of  an  annual  ring,  usually  about  half  way  between  the  pith  and  the 
circumference.  "  Shake  "  or  "  wind  shake  "  is  a  cleavage  of  the  trunk  of  a  tree  while 
yet  standing,  due  to  the  action  of  the  wind  in  bending  the  trunk.  It  is  usually  along 
the  plane  of  an  annual  ring;  that  is  to  say,  concentric  with  the  center  or  pith  of  the 
tree. 

"  Heart-shake  "  Is  a  diametral  or  radial  cleavage  through  the  tree  or  log.  If  it  oc- 
cu  rs  after  the  logs  are  cut,  or  in  large  timbers  after  they  are  sawed,  it  is  due  to  shrink, 
age  in  drying.  This  is  the  common  defect  of  all  oak  logs  or  large  timbers. 

"Wane"  is  a  deficiency  in  width,  either  over  the  entire  edge  or  on  one  corner, 
caused  by  a  crook  in  the  log. 

"  Crooks"  are  permanent  distortions  of  the  board,  due  to  defective  piling  or  from 
other  causes. 

"  Warp  "  is  a  twisting  of  the  board  into  a  warped  surface. 

"  Seasoning  or  kiln  checks  "  are  either  very  small  or  large  cracks,  caused  by  drying 
the  surface  of  the  board  with  its  accompanying  shrinkage,  while  the  ulterior  is  still 
wet. 

"  Blue  sap  "  is  a  discoloration,  which  green  yellow  pine  is  subject  to,  especially  the 
sap  portion,  if  not  at  once  piled  for  drying  or  placed  in  a  dry  kiln. 

"  Pitch  streaks "  are  longitudinal  openings,  sometimes  of  considerable  size,  as  }£ 
inch  to  J4  inch  wide  and  several  inches  (or  even  feet)  long,  filled  with  rosin. 


206  ENGINEERING  SPECIFICATIONS. 

tion  or  exclusion  of  bright  sap  constitutes  a  special  class  of 
material  which  can  be  secured  only  by  specific  contract. 

4.  Firm  red  heart  shall  not  be  considered  a  defect  in  com- 
mon grades. 

5.  Defects  in  rough  stock,  caused  by  improper  manufacture 
or  drying,  will  reduce  grade,  unless  they  can  be  removed  in 
working  such  stock  to  standard  sizes. 

6.  Imperfect  manufacture  in  dressed  stock,  such  as  chipped, 
grain  splintered  or  torn  places,  broken  knots  on  edge  of  ship- 
lap,  insufficient  tongue  on  flooring,  etc.,  shall  be  considered  de- 
fects, and  reduce  grade  accordingly. 

7.  A  standard  knot  is  sound,  and  not  over  ij^J  inches  in  di- 
ameter.   A  pin  knot  is  sound,  and  not  over  half  an  inch  in  di- 
ameter. 

8.  Any  piece  that  will  not  work  one  half  its  size  shall  be 
classed  as  a  dead  cull. 

9.  The  grade  of  all  regular  stock  shall  be  determined  by  the 
number  and  position  of  the  defects  visible  in  any  piece.     The 
enumerated  defects  admissible  in  any  given  grade  are  intended 
to  be  descriptive  of  the  coarsest  pieces  such  grade  may  contain. 
The  average  quality  of  the  grade  should  be  midway  between 
such  pieces  and  the  defects  allowed  in  the  next  higher  grade. 

10.  Lumber  or  timber  sawed  for  specific  purposes,  such  as 
wagon  tongues,  bridge  timbers,  car  sills,  etc.,  must  be  inspected 
with  a  view  to  the  adaptability  of  the  piece  for  the  use  intended. 

11.  In  finishing,  flooring,  etc.,  the  enumerated  defects  ad- 
missible in  a  given  grade  apply  only  to  the  face  side  of  the 
piece,  but  reverse  face  should  not  admit  defects  that  would 
render  the  piece  unsuitable  for  the  purpose  intended. 

12.  Standard  lengths  are  multiples  of  2  feet  from  10  to  20 
feet,  inclusive,  for  boards  and  strips,  and  from  10  to  24  feet, 
inclusive,  for  dimension,  joists  and  timbers.    Longer  or  shorter 
lengths  than  those  herein  specified  are  special.     Odd  lengths, 
if  below  24  feet,  shall  be  counted  as  of  the  next  higher  even 
length. 

13.  On  stock  width  shipments  of  8-inch  and  under  no  board 
shall  be  admissible  that  is  more  than  *4  mcn  scant ;  on  lo-inch 
not  more  than  y%  inch,  and  on  1 2-inch  not  more  than  y^  inch 
scant  of  specified  width. 

14.  Yellow  pine  of  better  grade  than  No.  I  common  up  to 
4  inches  in  width  is  classified  according  to  grain  as  edge  grain 
and  flat  grain.    Edge  grain  yellow  pine  has  been  variously  des- 
ignated as  rift-sawn,  straigth  grain,  vertical  grain  and  quarter- 
sawed,  all  being  commercially  synonymous  terms.    Edge  grain 
stock  is  specially  desirable  for  flooring,  and  admits  no  piece  in 
which  the  angle  of  the  grain  exceeds  forty-five  degrees  from 
vertical,  thus  excluding  all  pieces  that  will  sliver  or  shell  from 


LUMBER  GRADING  AND  CLASSIFICATION.  2Q7 

wear.    Such  stock  as  will  not  meet  these  requirements  is  known 
as  flat  grain. 

15.  All  dressed  and  matched  stock  shall  be  measured  and 
sold  "strip  count/'  i.  e.,  full  size  of  rough  strip  from  which  such 
stock  is  made — 3,  4,  5  and  6  inches  wide. 

1 6.  The  foregoing  general  observations  shall  apply  to  and 
govern  the  following  detailed  descriptive  enumeration  of  rec- 
ognized grades. 

149.  Rules  for  Grading  Finishing  Lumber.  The  following 
rules  for  grading  apply  to  all  kinds  of  finishing  stock,  whether 
for  interior  or  out-door  work.  In  these  rules  such  expres- 
sions as  "S.  I  S."  or  "S.  2,  S."  mean  "surfaced  one  side,"  or 
"surfaced  two  sides,"  respectively.  Also  "S.  I  S.  I  E."  will 
be  understood  to  mean  "surfaced  one  side  and  one  edge."  By 
surfacing  is  meant  planing  or  running  it  through  a  planing 
machine.  It  may  still  require  hand  dressing  for  the  best  work. 
Nearly  air  saw  mills  now  dry  their  lumber  and  run  it  through 
the  planer,  in  order  to  save  the  extra  freight  on  the  rough  and 
green  lumber. 

(Grades:  First  and  second  clear;  third  clear;  barn  and  roof- 
ing stocks.) 

17.  First  and  Second  Clear  Finish,  I  inch,  S.  I  or  2  S.,  up 
to  and  including  10  inches  wide,  must  show  one  face  clear  from 
all  defects ;  33  1-3  per  cent,  of  any  shipment  of  12  or  14  inches 
wide  will  admit  two  pin  knots  or  one  standard  knot,  slight  pitch 
streak,  or  small  pitch  pocket,  or  sap  stain  not  over  ij4  inches 
wide  running  across  the  face,  or  small  kiln  or  seasoning  checks, 
but  no  two  of  these  defects  shall  appear  in  a  single  piece;  16 
inches  wide  will  admit  of  two  defects  allowed  in  1 2-inch  or 
their  equivalent.     Wider  than  1 6-inch  will  admit  proportion- 
ately more  defects.     Pieces  otherwise  admissible  in  which  the 
point  of  the  grain  has  been  loosened  or  slivered  in  dressing  on 
the  face  side  should  be  put  in  lower  grade.    Defective  dressing 
or  reverse  face  of  finishing  is  admissible.     In  case  both  faces 
are  desired  clear  special  contract  must  be  made. 

18.  Third  Clear  Finish,  I  inch,  S.  I  S  or  2  S.,  up  to  and  in- 
cluding 10  inches  in  width,  may  have  not  more  than  two,  of 
the  following  defects  on  best  or  face  side :  Three  pin  knots  one 
standard  knot ;  three  sap  stains  2  inches  wide  running  across 
the  face  or  their  equivalent ;  two  pitch  pockets ;  slight  pitch 
streaks,  kiln  or  seasoning  checks ;  torn  places,  and  wane  which 
does  not  enter  more  than  I  inch,  nor  extend  more  than  2  feet ; 


208  ENGINEERING  SPECIFICATIONS. 

12-inch  will  admit  three  of  the  above  defects,  or  their  equiva- 
lent.   This  grade  is  suitable  for  paint  finish. 

19.  i%,  il/2  and  2  inch,  S.  i  or  2  S.,  shall  take  I  inch  inspec- 
tion, and  unless  otherwise  agreed  between  buyer  and  seller, 
shall  be  subject  to  inspection  on  face  or  best  side  only. 

20.  Barn  and  novelty  siding,  shiplap  and  grooved  roofing 
shall  be  8,  10  and  12  inches  wide,  and  consist  of  boards  falling 
below  third  clear  which  are  sound  and  water-tight,  free  from 
coarse  knots  and  wane  over  I  inch  wide  extending  more  than 
3  feet  in  any  piece.    Pitch,  except  in  narrow  streaks,  should  be 
excluded. 

21.  Edge-Grain   Flooring.      (Grades:    First    clear,    second 
clear.)     First  clear  edge-grain  flooring  must  be  well  manufact- 
ured, and  free  from  all  defects  on  face  side  of  strip. 

22.  Second  clear  ed0-e-grain  flooring  will  admit  of  three  pin 
knots  or  one  standard  knot,  or  small  pitch  pocket,  or  blue  sap 
stain  not  to  exceed  10  per  cent,  of  the  face. 

23.  Flat-Grain  Flooring.     (Grades:  A  flat,  B  flat.)     A  flat 
flooring  may  contain  two  pin  knots  or  one  small  pitch  pocket, 
but  shall  be  free  from  other  defects,  and  must  be  well  manu- 
factured.    Pieces  in  which  the  point  of  the  grain  has  been 
loosened  in  dressing  should  be  put  in  lower  grade. 

24.  B  flat  flooring  may  have  any  two  of  the  following  de- 
fects :  Three  pin  knots  or  one  standard  knot,  slight  sap  stains, 
small  pitch  pockets,  slight  torn  places  and  defects  in  manufact- 
ure, narrow  pitch  streaks  and  seasoning  checks.     When  all 
other  defects  are  absent,  blue  sap  stain  in  any  quantity  shall  be 
admitted. 

25.  Common  Flooring.      (Grades:  No.   I   common,   No.  2 
common.)     No.  i  common  flooring  must  be  manufactured  from 
sound  stock.     In  addition  to  the  defects  described  in  B  flat, 
also  admits  of  sound  knots,  blue  sap  and  firm  red  heart  in  any 
quantity,  pitch  and  slight  shake,  but  must  lay  without  waste. 
No  division  as  to  grain  is  made  in  this  grade. 

26.  No.  2  common  flooring  includes  all  pieces  that  will  not 
grade  No.  i  common  which  can  be  laid  without  wasting  more 
than  one-fourth  the  length  of  any  piece.    This  grade  will  admit 
imperfections  which  do  not  render  the  piece  unfit  for  use  in 
cheap  floors  and  roof  sheathing. 

27.  Center-matched  flooring  shall  be  required  to  come  up  to 
grade  on  one  face  only. 

28.  Ceiling.     (Grades:  A,  B,  C.)     A  ceiling  shall  be  free 
from  all  defects  on  face  side  and  well  manufactured. 

29.  B  ceiling  will  admit  slight  imperfections  in  dressing — 
three  pin  knots  or  one  standard  knot,  pitch  streaks  or  small 
pitch  pockets,  or  blue  sap  stain  not  to  exceed  10  per  cent,  cf  the 


LUMBER  GRADING  AND  CLASSIFICATION.  209 

face ;  but  not  more  than  two  of  these  defects  to  be  admitted  in 
any  piece. 

30.  C  ceiling  conforms  to  grade  of  No.  I  common  flooring 
and  is  suitable  for  paint  finish.    Will  admit  imperfections  that 
do  not  prevent  its  use  without  waste. 

31.  Wagon  Bottoms.     (Grades:  A,  B.)     Wagon  bottoms 
shall  be  graded  the  same  as  flat  grain  flooring. 

32.  Bevel  and  Drop  Siding.     (Grades:  A,  B  and  C.)    Shall 
be  graded  according  to  ceiling  rules,  but  will  admit  more  blue 
stain,  and,  except  in  C  grade,  should  exclude  pitch.  .  Slight 
additional  imperfections  on  the  thin  edge  of  bevel  siding  which 
will  be  covered  by  the  lap  are  admissible. 

33.  Partition.     (Grades:  A,  B  and  C.)     Partition  shall  con- 
form to  ceiling  grades,  but  must  meet  the  requirements  of  the 
specified  grade  only  on  one  face.    The  reverse  face  shall  not  be 
more  than  one  grade  lower. 

34.  Molded  Casings  and  Base.     (Grades:  First  clear,  second 
clear.)     First  clear  shall  be  free  of  all  defects  on  face  and  per- 
fect in  manufacture. 

35.  Second  clear  is  suitable  for  work  that  is  to  receive  a  paint 
finish,  and  usually  consists  of  rejections,  made  after  dressing, 
from  stock  inspected  in  the  rough  as  first  clear.    The  defects 
admitted  in  B  ceiling  would  be  allowed. 

150.  Rules  for  Grading  Common  Boards  and  Rough  Lum- 
ber. 

COMMON  BOARDS  AND  SHIPLAP. 

36.  No.  I  common  boards,  S.  I  S.,  and  No.  I  common  ship- 
lap  shall  be  manufactured  from  sound  stock,  of  even  thickness 
the  entire  length.    Will  admit  of  any  two  of  the  following  de- 
fects: Wane  one-half  inch  deep  on  edge  and  one-sixth  the 
length  of  any  piece ;  tight  sound  knots,  none  of  which  shall  be 
larger  than  three  inches  in  diameter,  or  equivalent  spike  knots ; 
one  split  not  more  than  sixteen  inches  long,  and  blue  sap. 
These  boards  should  be  firm  and  strong,  suitable  for  use  in  all 
ordinary  construction  and  serviceable  without  waste. 

^  37.  No.  2  common  boards  and  No.  2  common  shiplap  admit 
pieces  that  fall  below  No.  I  common  which  are  free  from  the 
following  defects:  Rotten  streaks  that  go  through  the  piece, 
through  heart  shakes  which  extend  more  than  one-half  the 
length  of  the  piece,  and  wane  over  two  inches  wide  exceeding 
one-third  of  the  length  of  the  piece.  A  knot  hole  \y2  inches 
in  diameter  or  its  equivalent  will  be  allowed,  provided  the  piece 
would  otherwise  grade  No.  I  common.  Worm  holes  and 
straight  splits  one-fourth  of  the  length  of  the  piece  arc  ad- 
missible. 
14 


21Q  ENGINEERING  SPECIFICATIONS. 

FENCING  S.  I  S. 

38.  No.    I    common   fencing  must   be   manufactured    from 
sound  stock.     May  contain  sound  knots  equal  in  diameter  to 
not   over  one-third   the   width   of   piece   at   any   given   point 
throughout  its  length,  but  must  be  free  from  spike  knots  the 
length  of  which  is  over  one-half  the  width  of  piece.    Also,  free 
from  wane  over  one-half  inch  deep  on  edge  and  one-half  the 
length  of  any  piece  measured  on  one  side.     This  grade  must 
work  its  full  length  without  waste. 

39.  No.  2.  common  fencing  shall  admit  of  pieces  that  fall 
below   No.    I   common   which   are   free  from  through   rotten 
streaks. 

40.  Miscut  I  inch  stock  in  boards  and  fencing  which  does 
not  fall  below  YA,  inch  thick  shall  be  admitted  in  No.  2  com- 
mon, provided  that  the  grade  of  such  thin  stock  is  in  all  other 
respects  as  good  as  No.  I  common. 

DIMENSION   S.   I   S.    I   E. 

41.  No.  I  Common  Dimension  shall  be  manufactured  from 
sound  stock,  and  be  free  from  loose  and  unsound  knots,  and 
large  knots  so  located  as  to  materially  impair  the  strength  of 
the  piece ;  will  admit  of  seasoning  checks  and  heart  shakes  that 
do  not  go  through,  of  slight  wane  and  such  other  defects  as 
do  not  prevent  its  use  as  substantial  structural  material. 

42.  No.  2  Common  Dimension  admits  all  pieces  falling  below 
No.  i  common  which  are  free  from  through  rotten  streaks,  and 
sound  enough  to  be  used  without  waste. 

43.  Miscut  2  inch  stock  which  does  not  fall  below  15^  inch 
shall  be  admitted  in  No.  2  common,  provided  that  the  grade  of 
such  thin  stock  is  in  all  other  respects  as  good  as  No.  I  com- 
mon. 

44.  In  boards,  fencing  and  dimension,  stock  falling  below 
No.  2  grade  and  excluding  dead  culls  shall  be  classed  as  No.  3. 

45.  Dressed  timbers  shall  conform  in  grade  to  the  specifica- 
tions applying  to  rough  timbers  of  similar  size. 

ROUGH  YELLOW  PINE — FLOORING  STRIPS  AND  FINISHING. 

46.  Flooring  strips  are  3  inches,  4  inches,  5  inches  and  6 
inches  wide  when  green;  square-edged  and  evenly  manufact- 
ured. 

47.  Finish  must  be  evenly  manufactured,  and  shall  embrace 
all  sizes  from  I  inch  to  2  inches  thick  by  six  inches  and  over 
in  width. 

48.  No  finishing  lumber,  unless  otherwise  ordered,  should 
measure  when  dry  and  rough  less  than  1-16  inch  scant  in  thick- 


LUMBER  GRADING  AND  CLASSIFICATION.  211 

ness.  No  piece  in  any  shipment  of  boards  and  strips  shall  be 
more  than  Y^  inch  scant  on  6  and  8  inch  stock,  3-8  inch  scant 
on  10  and  y2  inch  scant  on  12  inch  and  wider  stock. 

49.  Wane  and  seasoning  checks  that  will  dress  out  in  work- 
ing to  standard  thicknesses  and  widths  are  admissible. 

50.  Subject  to  the  foregoing  provisions  rough  finishing  shall 
be  graded  according  to  the  specifications  applying  to  dress 
finishing.    When  like  grade  of  both  faces  is  required  special 
contract  should  be  made. 

COMMON  BOARDS,  FENCING  AND  DIMENSION. 

51.  Rough  Common  Boards  and  Fencing  must  be  evenly 
manufactured,  and  should  not  be  less  than  %  inch  thick  when 
dry,  nor  more  than  ^  inch  scant  of  specified  width. 

52.  Rough  2  inch  Common  shall  be  evenly  manufactured  and 
not  less  than  i%  inches  thick  when  green,  or  \y±  inches  thick 
when  dry.    The  several  widths  must  not  be  less  than  y%  inch 
over  the  standard  dressing  width  for  such  stock. 

53.  The  defects  admissible  in  rough  stock  shall  be  the  same  as 
those  applying  to  dressed  stock  of  like  kind  and  grade,  but  such 
further  defects  as  would  disappear  in  dressing  to  standard  size 
of  such  material  shall  be  allowed. 

54.  Rough  timbers  6x6  and  larger  shall  not  be  more  than  % 
inch  scant  when  green  and  be  evenly  manufactured  from  sound 
stock  with  not  less  than  three  square  edges,  and  must  be  free 
from  knots  that  will  materially  weaken  the  piece. 

55.  Timbers  10x10  in  size  may  have  a  2  inch  wane  on  one 
corner,  or  its  equivalent  on  two  or  more  corners,  one-fourth  the 
length  of  the  piece.     Other  sizes  may  have  proportionate  de- 
fects. 

56.  Seasoning  checks,  and  shakes  extending  not  over  one- 
eighth  the  length  of  the  piece,  are  admissible. 

151.  Standard  Dimensions  of  the  Southern  Lumber  Man- 
ufacturers' Association.1 

Flooring. — The  standard  of  1x4  and  6  inch  shall  be  27~32x 
3^4  and  5^  inches;  1*4  inch  flooring,  I  3-32  inches. 

Ceiling.— y%  inch  ceiling,  5-16  inch;  y2  inch  ceiling,  7-16 
inch;  ^  inch  ceiling,  9-16  inch;  ^  inch  ceiling,  11-16  inch; 
same  width  as  flooring. 

Finishing. — I  inch,  S.  I  S.  or  S.  2  S.,  to  27-32;  1*4  inch, 
S.  i  S.  or  S.  2  S.,  to  i  3-32  inch;  iy2  inch,  S.  i  S.  or  S.  2  S., 
to  i  11-32  inches ;  2  inch,  S.  i  S.  or  S.  2  S.,  to  i%  inches. 

Boards  and  Fencing. — i  inch,  S.  i  S.  or  S.  2  S.,  to  13-16. 

1  These  particular  dimensions  cannot  be  assumed  to  hold  for  all  parts  of  the  country. 


212  ENGINEERING  SPLCIFICATIONS. 

Dimension.— 2x4,  S.  I  S.  i  E.,  to  1^x3^  inches;  2x6,  S.  I 
S.  i  E.,  to  1^x5^  inches;  2x8,  S.  i  S.  i  E.,  1^x7^  inches, 
2x10,  S.  i  S.  i  E.,  to  1^x9^  inches;  2x12,  S.  i  S.  I  E.,  to 
i5/8xiiy2  inches;  4x4,  Ji  inch  off  side  and  edge;  4x4,  S.  4  S., 
Y^  inch  off  each  side. 

152.  Rules  Governing  the  Inspection  and  Measurement 
of  Lumber  in  the  St.  Louis  Market. 

RULE  i.  Standard  grades  of  lumber  shall  be  firsts  and  sec- 
onds, common,  and  cull.  In  the  grade  of  firsts  and  seconds  the 
purchaser  is  entitled  to  a  fair  proportion  of  clear  lumber,  which 
must  not  be  less  than  33  1-3  per  cent.  First  and  clear  are  in- 
terchangeable terms -meaning  that  the  lumber  must  be  6  inches 
v/ide  and  over,  except  poplar,  yellow  pine  and  cypress,  which 
must  be  8  inches  wide  and  over,  and  free  from  all  defects. 

RULE  2.  Standard  lengths  shall  be  10,  12,  14  and  16  feet. 
The  first  and  second  grade  will  admit  nothing  under  ic  feet 
and  not  to  exceed  10  per  cent,  of  10  feet  in  any  lot;  i.  e.,  10  per 
cent,  of  all  lo-foot  lumber  in  any  lot  may  be  graded  as  firsts 
and  seconds.  In  black  walnut,  cherry  and  hickory  an  exception 
is  made,  and  the  total  amount  of  lo-foot  lumber  may  be  graded 
as  firsts  and  seconds.  An  exception  is  also  made  in  ash,  in 
which  1 8  feet  or  longer,  and  in  quarter-sawed  lumber  10  per 
cent,  cf  the  entire  lot  may  be  graded  as  firsts  and  seconds. 
Shorter  and  longer  than  standard  lengths  in  all  varieties  of 
hardwood  lumber  are  to  be  reduced  in  grade  unless  otherwise 
agreed  between  buyer  and  seller,  in  which  case  it  shall  be  so 
stated  in  the  certificate  of  inspection. 

RULE  3.  Standard  thicknesses  shall  be  I,  Ij4,  il/2,  2,  2j/£, 
3,  3/^  and  4  inches,  except  poplar,  which  will  allow  l/2>  fys  and 
24  inches  in  car  lots. 

RULE  4.  Standard  knots  shall  not  exceed  i%  inches  in  di- 
ameter and  must  be  of  sound  character. 

RULE  5.  Lumber  must  be  sawed  into  plump  and  even  thick- 
nesses. Scant-sawed  lumber  must  be  reduced  to  the  next  stand- 
ard thickness,  and  in  case  of  I -inch  lumber  to  one  grade  lower. 
All  badly  sawn,  miscut,  and  uneven  lumber  shall  be  classed  as 
cull,  except  when  such  will  dress  to  its  full  length  and  width 


RULES  GOVERNING  INSPECTION  OF  LUMBER.    *     213 

in  the  next  standard  thickness,  in  which  case  the  piece  shall 
not  be  reduced  in  grade. 

RULE  6.  Splits  are  always  more  or  less  damage  to  a  piece  of 
lumber.  An  allowance  must  be  made  in  determining  the  qual- 
ity or  quantity,  according  to  the  nature  of  the  split.  A  straight 
split  extending  not  to  exceed  the  width  of  the  board  in  length 
shall  be  admitted  into  the  grade  of  firsts  and  seconds. 

RULE  7.  A  cull  which  will  not  work  one-half  its  size  with- 
out waste  is  a  mill  cull  of  no  recognized  value. 

RULE  8.  Lumber  sawed  for  specific  purposes,  such  as  axles, 
bolsters,  tongues,  reaches,  newels,  balusters,  squares,  etc,,  must 
be  inspected  with  a  view  to  the  adaptability  of  the  piece  for  the 
intended  use,  as  in  many  cases  it  can  not  be  used  for  other  pur- 
poses. 

RULE  9.  Merchantable  lumber  is  lumber  measured  for  what 
it  will  work. 

RULE  10.  Log  run  is  the  entire  cut  of  the  log,  mill  culls  out. 

RULE  ii.  It  is  important  that  all  lumber  shall  be  parallel  in 
width,  square-edged  and  with  square  ends. 

Tapering  lumber  shall  be  measured  one-third  the  length  from 
the  small  end. 

RULE  12.  Ordinary  season  checks  are  not  considered  defects. 
Black  stain,  heart  shakes,  rots,  wormholes  and  dofe  are  con- 
sidered serious  defects,  reducing  to  a  grade  lower  than  firsts 
and  seconds. 

RULE  13.  The  inspection  grades  of  wagon  stock,  newels, 
balusters  and  table-legs  shall  be  good  and  cull. 

RULE  14.  Newels  from  all  kinds  of  timber  must  be  clear  and 
free  from  heart,  to  square  5,  6,  7,  8,  9  and  10  inches  plump. 
The  lengths  must  be  4  feet  full,  or  multiples  thereof. 

RULE  15.  Balusters  and  table-legs  shall  be  clear  and  square 
2x2,  2y2x2y2,  3x3  and  4x4,  30  and  32  inches  long. 

RULE  16.  Bolsters  must  be  4  feet  and  4  feet  6  inches  in 
length,  and  the  size  must  be  3x4,  3^x4^,  4x5,  4^x5^  and 
5x6. 

RULE  17.  Reaches  must  be  2x4,  8,  9  and  10  feet,  or 
12  and  1 6  feet  long. 


214    *  ENGINEERING  SPECIFICATIONS. 

RULE  18.  Hickory  axles  shall  be  6  feet  for  3x4, 
3^x4^  and  4x5  inches  and  6l/2  feet  long,  for  5x6  and  5x7. 

RULE  19.  Wagon  tongues  must  be  straight  and  2x4  at  the 
small  end,  and  3x4,  3^x4,  or  4x4  at  butt  end,  12  feet  long. 

POPLAR. 

The  inspection  grades  shall  consist  of  firsts  and  seconds, 
common  and  cull. 

Firsts  and  Seconds  shall  be  8  inches  wide  and  over;  at  8 
inches  will  admit  of  I  inch  of  bright  sap,  but  no  other  defects ; 
at  10  to  12  inches  will  admit  of  3  inches  of  bright  sap,  or  two 
standard  knots;  at  12  to  15  inches  will  admit  of  4  inches  of 
bright  sap  and  two  standard  knots,  or  three  standard  knots  if 
there  is  no  sap. 

Boards  and  plank  free  from  other  defects  may  be  one-hali 
bright  sap  if  over  12  inches  wide. 

Common  shall  include  any  width  not  less  than  6  inches,  and 
will  allow  of  bright  or  discolored  sap  and  knots  beyond  those 
described  in  firsts  and  seconds.  Two  unsound  standard  knots 
will  be  allowed  in  this  grade  if  over  12  inches  wide,  and  splits 
shall  not  be  considered  a  defect.  Otherwise  the  lumber  must 
be  sound. 

Culls  shall  comprise  all  widths  and  sizes  having  more  de- 
fects than  described  in  common,  whether  in  the  number  or  in 
the  character  of  the  knots,  badly  checked,  and  generally  such 
lumber  as  is  unfit  for  ordinary  purposes. 

Box  boards  shall  be  12,  14  and  16  feet  long,  from  13  to  17 
inches  wide,  free  from  all  defects  except  bright  sap. 

Poplar  strips  shall  be  full  6  inches  wide,  I,  ij4  and  il/2  inches 
thick,  12,  14  and  16  feet  long.  Clear  shall  be  free  from  all 
defects.  Second  clear  may  be  one-half  bright  sap  on  one  side 
and  have  one  sound  knot  not  over  24  of  an  inch  in  diameter. 
Common  shall  embrace  all  sound  strips  with  more  defects  than 
second  clear.  Cull  shall  contain  all  unsound  strips  that  will 
work  one-half  its  contents,  and  all  tapering  strips. 

Poplar  squares  shall  be  graded  No.  i,  No.  2  and  culls. 

No.  i.  Lengths  may  be  8,  9,  10,  12,  14,  16  and  18  feet. 
4x4  will  admit  one-half  inch  bright  sap,  or  two  standard  knots. 
5x5,  6x6  and  7x7  will  admit  one-third  bright  sap  or  two  stand- 
ard knots.  8x8,  10x10  and  12x12  will  admit  one-half  bright 
sap  and  three  standard  knots. 

No.  2  will  admit  colored  sap  knots  of  a  sound  character, 
wane,  ordinary  season  checks  and  splits  not  to  exceed  12  inches 
in  length. 

Cull  shall  comprise  all  squares  below  the  grade  of  No.  2. 


RULES  GOVERNING  INSPECTION  OF  LUMBER         215 
ASH. 

Firsts  and  Seconds  must  be  6  inches  wide  and  over.  At  8 
inches  one  and  at  10  inches  two  standard  knots,  or  their  equiva- 
lent in-  other  defects  may  be  allowed.  An  allowance  for  more 
defects  of  this  character  may  be  made  in  proportion  to  increased 
width.  Eighteen  feet  or  longer  must  be  5  inches  or  over  wide. 

Common  shall  include  5  inches  and  over  wide.  At  6  inches 
one,  and  at  8  inches  two  standard  knots,  or  their  equivalent  in 
other  defects,  may  be  allowed.  An  allowance  for  more  defects 
of  this  character  may  be  made  in  proportion  to  increased  width. 

Cull  shall*  comprise  all  widths  and  sizes  below  the  descrip- 
tion of  common. 

OAK. 

Firsts  and  Seconds  must  be  6  inches  wide  and  over.  At  8 
inches  one,  and  at  10  inches  two  standard  knots,  or  their  equiv- 
alent in  other  defects,  may  be  allowed.  An  allowance  for  more 
defects  of  this  character  may  be  made  in  proportion  to  in- 
creased width. 

Common  shall  include  5  inches  and  over  wide.  At  6  inches 
one,  and  at  8  inches  two  standard  knots,  or  their  equivalent  in 
other  defects,  may  be  allowed.  An  allowance  for  more  defects 
of  this  character  may  be  made  in  proportion  to  increased  width. 

Dimensions  may  contain  sound  hearts  if  well  boxed.  Heart 
shakes,  rot  and  dote  are  not  admissible. 

Cull  shall  comprise  all  widths  and  sizes  below  the  description 
of  common. 

YELLOW  PINE. 

Finishing  I  to  2  inches. 

The  inspection  grades  shall  consist  of  firsts  and  seconds, 
common  and  cull,  and  shall  be  inspected  on  best  face. 

Firsts  and  Seconds  must  be  8  inches  wide  and  over;  up  to 
and  including  10  inches  wide  will  admit  two  sound  knots  not 
over  24  of  an  mcn  m  diameter;  at  12  inches  will  admit  three 
sound  knots  not  over  ^  of  an  inch  in  diameter,  or  one  standard 
knot.  An  allowance  for  more  defects  of  this  character  may  be 
made  for  increased  widths.  Bright  sap  is  not  considered  a 
defect. 

Common  shall  include  all  lumber  not  up  to  the  grade  of 
firsts  and  seconds,  but  free  from  shakes,  large  knots  or  unsound 
lumber. 

Culls  shall  comprise  all  lumber  below  the  description  of  com- 
mon. 

Strips  shall  be  4  inches  and  6  inches  wide. 


216  ENGINEERING  SPECIFICATIONS. 

Firsts  and  Seconds  must  be  free  from  all  defects  on  one  side. 
Bright  sap  is  no  defect. 

Common  may  have  three  small  knots  not  more  than  ^  of  an 
inch  in  diameter,  or  one  standard  knot,  blued  sap  or  small  wane 
on  one  edge  which  will  not  injure  it  for  working  to  its  full  size. 

Culls  shall  comprise  all  lumber  below  the  description  of  com- 
mon. 


QUARTER-SAWED    HARDWOOD    LUMBER — OAK,    SYCAMORE,    ETC. 

Firsts  and  Seconds  must  be  6  inches  wide  and  over.  At  7 
inches  one,  and  at  9  inches  or  wider  two  standard  knots  will 
be  allowed. 

Common  shall  be  3  inches  and  over  wide.  At  6  inches  one, 
and  at  8  inches  two  standard  knots,  or  their  equivalent  in  other 
defects,  will  be  allowed.  An  allowance  for  more  defects  of 
this  character  may  be  made  in  proportion  to  increased  width. 

Culls  shall  comprise  all  lumber  below  the  description  of  com- 
mon. 

QUARTER-SAWED  OAK  STRIPS. 

Quarter-sawed  oak  strips  shall  be  3,  4  and  5  inches  wide,  and 
the  inspection  grades  shall  be  firsts  and  seconds  and  cull. 

Firsts  and  Seconds  shall  have  one  face  clear  of  all  defects. 
Cull  shall  include  all  lumber  not  up  to  the  grades  of  firsts  and 
seconds. 


BLACK  WALNUT,  CHERRY,  BUTTERNUT  AND  CHESTNUT. 

Firsts  and  Seconds  must  be  6  inches  and  over  wide.  At  8 
inches  one  inch  of  sap  or  one  standard  knot,  and  at  10  inches 
two  inches  of  sap  or  two  standard  knots  may  be  allowed.  An 
allowance  for  more  defects  of  this  character  may  be  made  in 
proportion  to  increased  width. 

Common  shall  be  5  inches  and  over  wide  and  shall  include 
all  lumber  not  up  to  the  grades  of  firsts  and  seconds,  but  avail- 
able fully  y$  its  size  without  waste,  free  from  hearts  and  un- 
sound lumber.  Heart  shakes,  rot,  dote  or  worm-holes  are  not 
admissible. 

Culls  shall  comprise  all  lumber  below  the  description  of  com- 
mon. 

NOTE.—  Gum  spots  are  considered  a  serious  defect,  and  when  their  damage  exceeds 
one-sixth  of  the  size  of  the  piece,  shall  reduce  the  grade  to  common.  When  their 
damage  exceeds  one-third  the  size  of  the  piece,  it  shall  be  reduced  to  cull. 


RULES  GOVERNING  INSPECTION  OF  LUMBER.         217 
CYPRESS. 

Firsts  and  Seconds  must  be  8  inches  and  over  wide,  and 
•dear  up  to  10  inches ;  at  10  to  12  inches  may  have  two  stand- 
ard knots  and  3  inches  of  bright  sap.  An  allowance  for  more 
defects  of  this  character  may  be  made  in  proportion  to  in- 
creased width.  Free  from  other  defects  may  be  one-half  bright 
sap.  Lengths  of  18  feet  and  over  are  allowed  in  this  grade. 

Common  will  contain  all  lumber  under  second  class,  and  all 
-shaky  lumber  that  is  available  three-fourths. 

Culls  shall  comprise  all  lumber  below  the  description  of  com- 
mon. 

GUM. 

Firsts  and  Seconds  must  be  6  inches  wide  and  over.  At  8 
inches  may  have  one  standard  knot,  and  at  10  inches  two  stand- 
ard knots ;  10  to  12  inches  may  have  three  standard  knots.  An 
allowance  may  be  be  made  for  more  defects  of  this  character 
tn  proportion  to  increased  width.  Sap  not  admitted  in  this 
.grade. 

Common  shall  include  all  lumber  available  for  use  full  three- 
fourths  its  size  without  waste,  free  from  hearts  and  unsound 
lumber.  Bright  or  slightly  discolored  sap  may  be  included  in 
ihis  grade. 

Culls  shall  comprise  all  widths  and  sizes  below  the  descrip- 
tion of  common. 

BIRCH. 

Firsts  and  Seconds  must  be  6  inches  wide  and  over.  At  8 
inches  one,  and  at  10  inches  two  standard  knots,  or  their  equiv- 
alent in  other  defects,  may  be  allowed.  An  allowance  for  other 
defects  of  this  character  may  be  made  in  proportion  to  increased 
widths.  Seventy-five  per  cent,  of  the  face  must  be  red. 

Common  shall  be  sound  5  inches  and  over  in  width,  and  may 
have  defects  not  injuring  it  for  ordinary  use  without  waste. 
At  6  inches  one,  and  at  8  inches  two  standard  knots,  or  their 
equivalent  in  other  defects,  may  be  allowed.  An  allowance  for 
Tnore  defects  of  this  character  may  be  made  in  proportion  to 
increased  width. 

Culls  shall  comprise  all  widths  and  sizes  below  the  descrip- 
tion of  common. 


HICKORY,  PECAN,   HARD  AND  SOFT   MAPLE,   ELM,   BEECH   AND 

SYCAMORE. 

To  these  the  standard  rules  governing  Ash  are  applicable. 


218  ENGINEERING  SPECIFICATIONS. 

RULE  FOR  MEASURING  LOGS. 

All  logs  measured  by  the  authority  of  this  exchange  shall 
be  measured  by  Scribner-Doyle's  Rule,  as  published  in  Scrib- 
ner's  Lumber  and  Log  Book. 

153.  Specification    for    Thoroughly    Seasoned    Lumber. 

There  is  no  difference  between  "seasoned"  lumber  and  "dried" 
lumber.  "Thoroughly  seasoned"  or  "thoroughly  dried"  lumber 
is  lumber  which  has  been  dried,  either  in  the  open  air  or  in  a 
dry  kiln,  until  it  has  reached  that  state  of  dryness  which  is  rel- 
atively permanent.  It  then  contains  water  equal  to  about  ten 
per  cent,  of  its  weight.  This  is  what  might  be  called  the  at- 
mospheric moisture.  This  will  remain  in  the  wood  unless- 
driven  off  by  evaporation  at  a  temperature  of  212  degrees  Fah- 
renheit or  more.  The  word  "thoroughly"  when  used  in  this 
connection,  means  "uniformly"  as  well  as  "effectually."  That 
is,  "thoroughly  dried"  lumber  is  dried  uniformly  throughout 
its  entire  cross-section  and  throughout  its  entire  length. 

To  determine  the  percentage  of  moisture  of  lumber  it  is  only 
necessary  to  cut  a  section  from  a  board  or  stick  and  weigh  it ; 
then  dry  in  an  ordinary  stove  oven  with  a  slow  fire  for  an  hour 
or-  two  and  then  weigh  again ;  the  difference  in  weight  divided 
by  the  dry  weight  is  the  percentage  of  moisture.  As  deter- 
mined by  this  test,  "thoroughly  dry  lumber"  should  not  contain 
more  than  ten  or  twelve  per  cent,  of  water,  and  the  interior 
should  be  as  dry  as  the  exterior. 

The  necessity  for  using  thoroughly  dried  lumber  where 
shrinkage  is  to  be  avoided,  arises  from  the  fact  that  below  about 
30  per  cent,  moisture  lumber  shrinks  nearly  as  much  as  it  dries. 
That  is  to  say,  when  lumber  dries  down  from  30  per  cent, 
moisture  to  10  per  cent,  moisture  it  dries  out,  or  loses  in  weight, 
20  per  cent,  of  its  dry  weight.  It  also  loses  about  20  per  cent, 
of  its  dry  volume,  or  say  15  per  cent,  of  its  volume  at  30  per 
cent,  moisture.  The  shrinkage  lengthwise  is  very  slight,  hence 
it  has  lost  about  15  per  cent,  of  its  cross-section,  or  say  six  or 
seven  per  cent,  of  each  of  its  lateral  dimensions.  That  is  to 
say  a  board  one  foot  wide  at  30  per  cent,  moisture  is  only  about 
njHi  inches  wide  at  10  per  cent,  moisture;  or  a  flooring  board 


SPECIFICATIONS  FOR  CAST  IRON.  219 

4  inches  wide  at  20  per  cent,  moisture  is  only  about  3^4  inches 
wide  at  10  per  cent,  moisture.  On  account  of  the  very  large 
radial  fibres  (medullary  rays)  in  oak  wood,  this  kind  of  lum- 
ber shrinks  mostly  in  a  circumferential  direction,  and  all  timber 
shrinks  more  circumferentially  than  radially  since  all  woods 
have  these  medullary  rays  to  a  greater  or  less  extent.  It  is 
for  this  reason  that  "quarter  sawed"  (radial  sawed)  lumber  is 
more  satisfactory  than  "flat  sawed"  for  all  kinds  of  furniture 
and  house  trimmings.  For  flooring  quarter  sawed,  or  "rift 
sawed"  boards,  presenting  an  "edge-grain"  surface,  is  far  pre- 
ferable to  "flat-grain"  because  it  wears  evenly  and  does  not 
sliver  on  the  surface. 

The  specification  may  read  as  follows : 

All  the  lumber  delivered  under  this  contract,  to  be  used  for 

purposes  of ,  shall  be  thoroughly  seasoned  or  dried,  either 

in  the  open  air  or  in  a  kiln  or  both.  By  "thoroughly  seasoned" 
as  here  used  is  meant  a  seasoning  or  drying  uniformly  through- 
out the  entire  sections  of  the  various  sizes  delivered,  and  the 
average  percentage  of  moisture  contained  in  the  lumber  when 
delivered  shall  not  be  more  than  ten  per  cent,  of  its  weight,  as 
determined  by  actual  experiment. 

154.  Specification  for  Cast  Iron.1  There  is  probably  no 
material  in  engineering  structures  which  can  more  profitably 
be  governed  by  specifications  involving  tests  than  cast  iron. 
Since  cast  iron  usually  breaks  under  some  kind  of  shock  or 
blow,  it  is  more  necessary  to  test  the  iron  for  resilience  than 
for  strength.  The  most  convenient  test  for  resilience  is  the 
cross-bending  test,  in  which  deflection  is  measured.  The  half 
product  of  the  deflection  multiplied  by  the  breaking  load  is  the 
mathematical  measure  of  the  resilience  in  inch  pounds.  This 
can  be  reduced  to  an  absolute  unit  by  dividing  by  either  the 
weight  or  the  volume  of  the  bar,  and  if  all  the  bars  tested  in 
this  way  are  rectangular  in  cross-section  and  of  uniform  size 
from  end  to  end,  the  unit  obtained  in  the  above  manner  will 
be  comparable,  notwithstanding  great  variations  in  the  dimen- 

1  See  the  author's  Materials  of  Construction  for  a  full  description  of  methods  of 
manufacture,  methods  of  testing  and  physical  properties  of  all  the  metals  commonly 
used  in  engineering  works. 


220  ENGINEERING  SPECIFICATIONS. 

sions.  It  is  best,  however,  to  have  the  test  specimens  always 
made  from  the  same  pattern,  using  the  thickness  of  metal 
which  corresponds  closely  to  the  average  thickness  of  web  of 
the  castings  required.  If  uniform  test  specimens  be  employed, 
there  is  no  necessity  of  dividing  the  half  product  of  deflection 
and  breaking  load  by  the  volume  or  by  the  weight,  since  this 
volume  or  weight  remains  a  constant.  In  this  case  the  relative 
resilience  of  the  material  will  be  indicated  by  the  product  of 
the  breaking  load  into  the  maximum  deflection.  The  strength 
of  the  material  will  be  indicated  by  the  breaking  load  alone. 

The  following  specification  is  the  one  commonly  employed 
for  all  castings  made  for  the  water  department  of  St.  Louis, 
and  is  designed  to  answer  the  above  requirements. 

CAST  IRON. 

All  of  the  iron  castings  shall  be  made  from  a  superior  quality 
or  iron,  remelted  in  the  cupola  or  air  furnace,  tough  and  of 
even  grain,  and  shall  possess  a  tensile  strength  of  not  less  than 
18,000  pounds  per  square  inch. 

Test  bars  of  the  metal  3  inches  by  j£  inch,  when  broken 
transversely,  18  inches  between  supports,  and  loaded  in  the 
center,  shall  have  a  breaking  load  of  not  less  than  1,000  pounds 
and  shall  have  a  total  deflection  of  not  less  than  3-10  of  an  inch 
before  breaking.1  Said  bars  to  be  cast  as  near  as  possible  to 
the  above  dimensions  without  finishing;  but  correction  will 
be  made  by  the  water  commissioner  for  variations  in  thickness 
and  width,  and  the  corrected  result  must  conform  to  above  re- 
quirements. 

Specimen  bars  of  the  metal  used,  of  a  size  and  form  suitable 
for  testing,  shall  be  prepared  when  required. 

These  specimen  bars  shall  be  poured  from  the  ladle  at  any 
time,  either  before  or  after  the  casting  has  been  poured,  as  may 
be  required,  and  shall  present  a  true  specimen  of  the  iron  used 
for  making  the  castings. 

If  any  two  test  bars  cast  the  same  day  show  a  breaking 
strength  of  less  than  18,000  pounds  per  square  inch,  or  do  not 
show  the  required  cross-breaking  load  and  deflection,  all  the 
castings  made  from  the  same  mixture  to  be  rejected. 

All  castings  shall  conform  to  the  shape  and  dimensions  re- 
quired by  the  drawings,  and  shall  be  clean  and  perfect,  with- 

"The  tensile  strength  may  be  raised  to  20,000  or  even  to  25,000  pounds  per  square 
inch,  while  the  deflection  may  be  made  %  inch  for  ordinary  good  cast  iron  and  %  inch 
for  a  better  quality.  For  a  superior  quality  it  may  be  made  %  inch,  with  a  breaking 
load  of  1,250  pounds- 


SPECIFICATIONS  FOR  CAST  IRON.  221 

out  blow  or  sand  holes,  or  defects  of  any  kind.  No  plugging 
or  other  stopping  of  holes  will  be  allowed. 

Particular  care  shall  be  taken  to  secure  perfect  lugs,  where 
such  are  required  by  the  drawings.  Whenever  any  doubt  exists 
of  the  exact  interpretation  as  to  the  shape  or  dimensions  shown 
on  the  drawings,  the  contractor  must  consult  with  the  water 
commissioner,  or  his  duly  authorized  agent,  in  regard  thereto. 

M.  L.  H. 

155.  Specification  for  Cast-Iron  Water  Pipe.  The  follow- 
ing specifications  for  cast-iron  water  pipe  were  used  in  the  con- 
tract of  the  new  water  works  system  of  Cincinnati  (1900- 
1902).  Special  attention  is  called  to  provisions  Nos.  14  and  15. 
It  is  well  known  that  the  coal-tar  coated  cast-iron  water  pipe 
will  rust  more  or  less  on  the  outside  and  will  form  numerous 
"tubercles"  of  iron  rust  upon  the  interior.  This  rusting  action 
is  certainly  due  to  imperfect  coating  and  thi3  in  turn  is  doubt- 
less due  to  the  iron  scale  and  other  foreign  matter  left  on  the 
outside  of  the  casting  when  dipped  into  the  bath  of  coal-tar 
varnish.  It  is  now  well  known  that  no  perfect  protection  ol 
iron  by  painting  when  exposed  to  the  weather,  is  effective  un- 
less the  iron  has  first  been  entirely  freed  from  rust  and  the 
ordinary  oxide  coating  which  it  has  when  it  comes  from  the 
rolls.  The  sand  blast  is  the  only  perfect  means  of  cleaning  the 
iron  from  this  oxidized  coating.  This  sand  blast  method  of 
cleaning  water  pipes  is  provided  as  an  alternative  by  provis- 
ion 14  below,  and  was,  with  much  difficulty,  forced  upon  the 
contractors.  The  author  believes  this  to  be  the  only  absolute 
assurance  against  exterior  rusting  and  the  forming  of  tubercles 
upon  the  interior  of  cast-iron  water  pipe.  Methods  can  be  de- 
vised for  applying  this  method  of  cleaning  to  the  interior  as 
well  as  to  the  exterior  of  such  pipes.  This  would  not  only 
greatly  extend  the  life  of  the  pipe  but  it  would  preserve  its 
original  efficiency  as  a  water  carrier.  The  cost  of  this  method 
of  cleaning  the  pipes  would  be  a  very  small  percentage  of  the 
total  cost  of  the  works  but  would  add  largely  to  the  life  and 
efficiency  of  that  part  of  the  system  which  represents  three- 
fourths  of  the  total  cost. 

i.  The  iron  shall  be  of  pig  metal,  properly  selected  and  com- 
pounded to  obtain  the  desired  quality.  It  shall  be  a  tough, 


222 


ENGINEERING  SPECIFICATIONS. 


gray  metal;  close,  even  grained;  uniform  in  quality;  soft 
enough  to  permit  drilling  and  cutting,  and  capable  of  showing 
indentations  from  a  sharp  blow  of  a  hammer  without  flaking. 
When  tested  in  specimens  one  inch  in  diameter,  from  which 
the  skin  has  been  removed  by  turning,  all  metal  used  shall 
stand,  without  breaking,  a  tensile  stress  of  not  less  than  20,000 
pounds  per  square  inch.  Cast  bars,  one  inch  square,  resting 
horizontally  on  supports  four  feet  six  inches  apart,  shall  stand, 
without  breaking,  a  weight  of  550  pounds  suspended  at  the 
center.1  In  casting  pipe  30  inches  and  above  in  diameter  the 
metal  shall  be  poured  twice  in  order  to  secure,  a  thorough 
mixture. 

2.  All  straight  pipes   shall  be  cast  vertically,  in  dry  sand 
molds  and  loam  cores,  with  socket-end  down. 

3.  All  pipes  and  special  castings  shall  be  cooled  gradually 
to  avoid  chilling  or  unequal  contraction  in  any  part. 

4.  All  pipes  and  special  castings  shall  be  cast  with  sockets 
and  spigots,  or  with  flang'es,  as  specified  or  ordered. 

5.  All  socket-and-spigot  pipes  and  special  castings  shall  be 
square  at  the  ends  and  at  the  inner  edge  of  sockets,  and  of  the 
exact  internal  diameter  and  dimensions  specified.     Their  sec- 
tions shall  be  truly  circular  and  concentric,  and  their  thickness 
uniform  throughout  their  length  between  socket  and  spigot. 
They  shall  be  free  from  cracks,  cinders,  scoria,  blisters,  air  and 
sand  holes,  cold-shuts,  and  all  other  imperfections.    They  shall 
have  a  smooth  surface  inside  and  outside.     All  inside  projec- 
tions must  be  carefully  removed  and  made  even  and  smooth 
throughout.     No  plugging  of  holes  or  flaws  will  be  allowed. 
All  spigot-ends  shall  fit  well  into  sockets  to  the  bottom,  with- 
out requiring  chipping  in  the  field. 

6.  The  weight  of  the  straight  pipes,  their  joint  room,  length 
and  thickness  shall  be  as  follows : 


Interior 
Diameter, 
Inches. 

Weight  in 
Pounds. 

Hyd.  Test 
Pressure  in 
Ibs.  per 
sq.  inch 

Thickness  of 
Joint  Room 

Total  Length. 

Thickness  in 
Inches. 

4 

298 

300 

% 

12'  4' 

M 

6 

480 

300 

s/ 

12'  4' 

9-16 

8 

695 

300 

% 

12'  4' 

12 

1,011 

300 

% 

12'  4' 

24 

2,753 

250 

sz 

12'  4' 

30 

8705 

250 

l£ 

12'  4^' 

16 

36 

5,013 

250 

IX 

12'  41/»' 

1  1-16 

48 

8.676 

200 

/J£ 

12'  5' 

1% 

60 

12,763 

200 

1Z 

12'  5' 

1« 

72 

17,6-^8 

200 

3 

12'  5* 

ixi 

1  The  deflection  of  this  bar  should  also  be  specified  as  not  less  than  one  inch,  in  order 
to  obtain  a  measure  of  its  resilience.    See  Article  154.  J.  B.  J. 


SPECIFICATIONS  FOR  CAST  IRON.  223 

7.  The  joint  rooms  shall  not  vary  more  than  one-sixteenth 
of  an  inch,  and  the  lengths  shall  not  differ  from  the  above  ex- 
cept tiy  written  consent  of  the  chief  engineer,  in  which  case  the 
weights  as  above  given  shall  be  modified  in  accordance  there- 
with. 

8.  No  pipe  whose  thickness  of  metal  is  more  than  one-six- 
teenth of  an  inch  less  than  above  specified  shall  be  received. 

9.  Straight  pipes  weighing  less  than  97^  per  cent,  of  ^  the 
above  specified  weights  shall  be  rejected.    Any  excess  of  weight 
of  more  than  2,^/2  per  cent,  in  individual  pipes  shall  not  be  paid 
for.     Special  castings  weighing  less  than  97  per  cent,  of  the 
standard  calculated  weight  shall  be  rejected.     Any  excess  of 
weight  of  special  castings  of  more  than  4  per  cent,  shall  not 
be  paid  for. 

10.  The  sockets  and  spigots  shall  conform  in  shape  and  size ; 
and  the  curved  pipes,  branches,  crosses,  and  other  special  cast- 
ings shall  be  made  in  conformity  with  the  drawings  furnished 
and  approved  by  the  chief  engineer. 

11.  Lugs  shall  be  cast  on  all  such  pipes  and  special  castings 
as  may  be  directed  by  the  chief  engineer.     The  sockets  and 
spigots  shall  be  tested  by  suitable  gauges,  and  the  thickness  of 
the  metal  shall  be  tested  by  calipers. 

12.  Flanged  pipes  shall  be  cast  vertically  in  dry  sand  molds 
and  loam  cores  in  a  manner  similar  to  the  socket-and-spigot 
pipe.    All  flanges  shall  be  smooth,  sound  and  free  from  all  im- 
perfections ;  to  accomplish  which  the  upper  flange  shall  be  cast 
with  a  suitable  sinking  head  thereupon,  which  shall  afterwards 
be  cut  off.    Before  coating  the  pipes  the  flanges  shall  be  faced 
in  the  lathe  at  right  angles  with  the  axis  of  the  pipes  and  drilled 
ty  template  for  bolt  connections,  as  shown  on  the  drawings. 

13.  Every  pipe  and  special  casting  shall  have  cast  upon  it, 
in  letters  and  figures  two  inches  long  and  y&  inch  in  relief : 

1 I )  The  maker's  name  or  initial. 

(2)  The  year  in  which  the  casting  was  made. 

(3)  The  running  number  of  each  successive  casting  made 
of  the  different  kinds  and  sizes  required.    The  serial  number  of 
rejected  pipes  or  specials  shall  not  be  duplicated. 

14.  The  pipes  and  special  castings  shall  be  free  from  rust, 
and  shall  be  carefully  cleaned  with  both  hard  and  soft  brushes, 
to  remove  all  adhering  sand,  clay  and  dust,  or  the  exterior  and 
interior  surface  of  the  pipes  and  special  castings  shall  be  thor- 
oughly cleaned  by  the  use  of  the  sand  blast  if  elected  by  the 
trustees.     Both  the  inside  and  outside  surfaces  of  the  pipes 
must  be  smooth  before  and  after  dipping. 

15.  After  the  pipes  and  special  castings  have  been  cleaned 
to  the  satisfaction  of  the  chief  engineer,  they  shall  be  subjected 
to  a  careful  and  thorough  hammer  inspection,  after  which  they 


ENGINEERING  SPECIFICATIONS. 

shall  je  thoroughly  dried  and  uniformly  heated  in  suitable- 
ovens  to  a  temperature  of  300  degrees  Fahr.,  and  then  dipped 
vertically  in  a  bath  of  coal-tar  varnish  composed  of  5  per  cent, 
of  resin  and  95  per  cent,  of  the  best  coal  tar,  distilled  at  a  tem- 
perature of  440  degrees  Fahr.,  evaporating  all  the  lighter  oils 
and  retaining  the  heavy  oils.  Each  pipe  shall  be  heated  to  a. 
temperature  of  300  degrees  Fahr.,  and  shall  at  that  temperature 
be  dipped  into  the  coal-tar  varnish,  which  shall  be  maintained 
at  a  uniform  temperature  of  280  degrees  Fahr.,  while  the  pipe 
is  immersed.  The  pipe  shall  remain  in  the  varnish  at  least  ten 
minutes ;  then  withdrawn,  drained,  and  quickly  dipped  a  second 
time  to  insure  the  coating  of  all  parts  which  may  have  remained 
uncoated.  The  dipping  material  must  be  kept  free  from  sand, 
grit,  or  other  foreign  material.  The  uniformity  of  the  composi- 
tion must  be  maintained  by  adding  fresh  materials ;  and  as 
often  as  may  be  necessary,  in  the  opinion  of  the  chief  engineer,, 
the  tank  shall  be  emptied  and  refilled  with  clean  and  pure  ma- 
terial. The  coating  must  be  adhesive,  continuous,  smooth, 
hard,  yet  tough,  tenacious,  and  durable.  It  must  be  free  from- 
blisters  and  bubbles. 

1 6.  After   being   coated,   every   pipe   and   casting   shall   be 
drained  of  the  surplus  varnish,  and  when  dry  shall  be  tested,, 
at  the  expense  of  the  contractor,  under  such  hydrostatic  pres- 
sure as  is  specified  for  each  size  of  pipe  in  paragraph  6  of  these 
specifications. 

17.  After  having  been  coated  and  tested,  every  pipe  and  spe- 
cial casting  shall  be  carefully  weighed  under  the  supervision 
of  the  chief  engineer,  and  the  weight  and  class  thereof,  as  well 
as  the  inspector's  initials,  shall  be  marked  thereon  in  plain, 
legible  letters  and  figures,  in  white  paint,  inside  and  outside. 

18.  An  inspector  appointed  by  the  board  of  trustees,  "com- 
missioners of  waterworks,"  shall,  under  instructions  and  direc- 
tion of  the  chief  engineer,  inspect  and  supervise  the  work  and 
material,  and  see  that  all  the  stipulations  of  the  specifications 
are  faithfuly  carried  out.     He  shall  have  unrestricted  access 
to  all  parts  of  the  works.    All  tests  and  weighing  shall  be  made 
under  his  personal  supervision,  and  the  contractor  shall  fur- 
nish him  with  all  facilities,  and  with  all  tools,  specimens,  ap- 
pliances and  labor  necessary  for  this  work  without  charge. 

19.  A  final  inspection  may  be  made  after  the  pipes  or  special 
castings  have  been  delivered,  and  any  pipe  or  casting  found 
defective  at  any  time  after  acceptance  by  the  inspector,  and  at 
the  time  of  unloading  on  the  waterworks  grounds,  shall  be  re- 
jected, and  the  contractor  shall  replace  them  with  good  pipes 
and  special  castings  acceptable  to  the  chief  engineer  free  of 
cost  to  the  board  of  trustees,  "commissioners  of  waterworks.** 

20.  All  scales  used  for  \veighing  and  all  gauges  used  in  test— 


SPECIFICATIONS  FOR  STRUCTURAL  STEEL,  225 

ing  shall,  whenever  required  by  the  inspector,  be  tested  by 
propc-  authorities  with  standard  United  States  weights  and 
gauges. 

21.  All  pipes  and  castings  shall  be  delivered  on  board  cars 
on  the  side  track  to  be  built  on  the  waterworks  grounds  near 
California,  Ohio,  and  connecting  with  the  Cincinnati,  George- 
town &  Portsmouth  Railroad. 

22.  All  pipes  and  special  castings  shall  be  delivered  in  all 
respects  sound  and  conformably  with  the  specifications.     In 
handling  or  transporting  the  pipes  or  special  castings,  care 
must  be  taken  not  to  injure  the  coating  in  any  manner,  nor 
shall  any  pipes  or  other  material  be  placed  inside  of  any  pipes 
or  special  castings  after  they  have  been  coated. 

23.  The  prices  paid  for  the  pipes  and  special  castings  shall 
include  all  the  materials,  patterns,  labor,  freight  charges,  the 
cost  of  testing,  facing,  drilling,  coating,  weighing  and  mark- 
ing, and  other  expenses  necessary  or  incidental  to  the  manu- 
facture and  delivery  of  said  pipes  and  castings  on  board  cars 
on  the  waterworks  grounds  near  California,  Ohio,  excepting 
the  salary  of  the  inspectors  appointed  by  the  trustees.    The  ton 
shall  be  the  net  ton  of  2,000  pounds. 

24.  The  prices  paid  for  straight  pipe  shall  include  straight 
pipes  of  all  lengths  not  exceeding  12  feet  and  not  less  than 
6  feet.     Straight  pipes  with  socket  or  spigot  at  one  end  and 
flange  at  the  other  end  shall  be  paid  for  as  flanged  pipes. 

25.  Special  castings  with  socket  or  spigot  at  one  end  and 
with  flange  at  the  other  end  shall  be  paid  for  as  flanged  specials. 

G.  H.  B. 

156.  Specifications  for  Riveted  Steel  Water  Pipe.  The  fol- 
lowing specifications  were  used  for  the  riveted  steel  conduit  of 
the  city  water  supply  of  Cambridge,  Massachusetts.1  There 
is  no  question  but  that  rivet  heads  and  the  lapping  of  the  sheets 
at  the  transverse  joints  greatly  retard  the  flow  of  the  water  and 
consume  a  large  portion  of  the  hydraulic  head.  This  might  be 
avoided  by  counter-sinking  the  rivets  (if  the  metal  be  thick 
enough)  and  by  using  an  outside  buttstrap  connection  at  the 
transverse  joints.  The  author  suggests  these  changes  in  the 
following  specification : 

Metal. — The  steel  for  the  plates  used  in  the  manufacture  of 
the  pipe  to  be  of  class  termed  soft,  and  shall  be  made  by  the 
open  hearth  process.  It  shall  contain  not  more  than  0.06  per 

1  See  a  paper  by  the  author  of  these  specifications  on  "The  Use  of  Steel  for  Water 
Mains  "  In  Jour.  N.  E.  Waterworks  Association,  Vol.  TTTTT 
15 


226  ENGINEERING  SPECIFICATIONS. 

cent,  of  phosporus,  0.06  per  cent,  of  sulphur,  and  0.60  per  cent, 
of  manganese. 

The  steel  must  also  stand  the  following  physical  tests : 

Tensile  strength  to  be  not  less  than  55,000  pounds  nor  more 
than  65,000  pounds  per  square  inch. 

Elastic  limit  to  be  not  less  than  30,000  pounds  per  square 
inch. 

Elongation  to  be  not  less  than  22^  per  cent,  longitudinally 
and  20  per  cent,  transversely  of  the  plates. 

Tensile  test  specimens  to  be  8  inches  long  and  i]/2  inches 
wide  between  measuring  points. 

Bending  test  specimens  cut  lengthwise  or  crosswise  from  the 
sheet  to  be  six  (6)  inches  long  and  one  (i)  inch  wide,  to  be 
bent  1 80  degrees  upon  itself  when  cold,  and  hammered  down 
flat,  without  sign  of  fracture  on  the  outside  of  the  bent  portion. 

Punching  test  specimens  to  be  one  and  three-fourths  (i^4) 
inches  wide  and  not  less  than  ten  (10)  inches  long,  in  the 
middle  of"  which  a  row  of  not  less  than  eight  (8)  holes  three- 
fourths  (24)  inch  diameter  spaced  one  and  one-fourth  (i^) 
inches  between  centers  shall  be  punched  without  causing  any 
cracks. 

Drifting  test  specimens  to  be  three  (3)  inches  wide  and  not 
less  than  five  (5)  inches  long,  in  which  not  less  than  two  (2) 
holes  three-fourths  (24)  inch  diameter,  spaced  two  (2)  inches 
between  center  and  one  and  one-half  (i^)  inches  from  the 
edges,  shall  be  punched  and  then  enlarged  by  blows  from  a 
sledge  hammer  upon  a  drifting  pin  until  said  holes  are  at  least 
one  and  one-fourth  (i^4)  inches  in  diameter,  without  causing 
any  cracks ;  such  enlargement  to  be  done  cold. 

The  plates  shall  be  free  from 'lamination  and  surface  defects, 
and  be  fully  up  to  the  required  gauge  for  thickness  on  the 
edges.  Any  plate  whose  thickness  at  any  point  may  be  found 
less  than  ninety-five  (95)  per  cent,  of  the  required'  thickness, 
shall  be  rejected  without  appeal ;  furthermore,  at  least  ninety 
(90)  per  cent,  of  the  plates  must  be'  of  the  required  thickness 
at  all  points. 

Rivet  steel  shall  be  soft  and  have  a  tensile  strength  between 
the  limits  of  50,000  and  58,000  pounds  per  square  inch,  with 
an  elastic  limit  of  not  less  than  30,000  pounds  per  square  inch, 
and  with  an  elongation  of  not  less  than  28  per  cent,  in  a  test 
bar  eight  inches  long  between  measuring  points  and  full  di- 
ameter of  rivet,  and  with  a  reduction  of  cross  sectional  area 
at  the  point  of  fracture  of  not  less  than  50  per  cent. 

The  material  shall  also  be  of  such  quality  as  will  stand  bend- 
ing double  and  flat  before  and  after  heating  to  a  light  yellow 
heat,  and  quenching  in  cold  water,  without  sign  of  fracture  on 
the  convex  surface  of  the  bend.  The  quality  of  material  of 


SPECIFICATIONS  FOR  STRUCTURAL  STEEL.  227 

rivet  rods  and  subsequent  manufacture  into  rivets  shall  be  such 
that  the  edges  of  heads  of  properly  heated  and  driven  rivets 
shall  be  free  from  checks  or  cracks.  All  steel  rivets  not  con- 
forming to  the  above  requirements  will  be  rejected. 

All  plates  and  rivets  must  be  free  from  rust  and  be  kept  under 
cover,  from  the  time  of  manufacture  of  the  plates  until  the  com- 
pleted pipe  is  dipped  or  coated.  In  case  of  accidental  rusting, 
the  rust  must  be  removed  from  the  plates  in  the  manner  here- 
inafter specified  before  proceeding  with  the  manufacture  of  the 
pipe. 

Manufacture  of  Pipe. — The  sheets  or  plates  must  be  of  such 
dimensions  as  to  admit  of  being  rolled  into  true  cylinders  not 
less  than  seven  (7)  feet  in  length  and  of  the  required  internal 
diameters,  with  ample  allowance  for  the  necessary  overlap  at 
the  single  longitudinal  seam  of  each  such  cylinder.  One-half 
of  the  whole  number  of  sheets  will  be  formed  into  "inside 
courses,"  or  cylinders,  having  the  specified  internal  diameter 
of  the  conduit  pipe,  and  the  remaining  half  into  "outside 
courses,"  or  cylinders,  whose  internal  diameter  shall  be  exactly 
equal  to  the  external  diameter  of  the  inside  courses,  said  courses 
alternating  and  forming  a  tight  fit  with  each  other  before  any 
protective  coating  is  applied  to  the  metal. 

The  conduit  pipe  shall  be  forty  (40)  inches  in  internal  di- 
ameter of  the  said  inside  courses.  The  thickness  of  the  steel 
plates  for  the  pipe  with  flanged  ends  to  be  placed  within  the 
reservoir  is  to  be  %  inch.  The  thickness  of  the  plates  for  the 
pipe  at  the  crossings  over  the  roadway  and  at  the  railroad  will 
be  Y%  inches.  The  thickness  of  the  plates  for  all  the  rest  of  the 
pipe  will  be  5-16  inches. 

The  edges  of  each  plate  must  be  properly  planed  or  cut  to 
true  lines  and  beveled  for  caulking  all  around ;  and  at  the  end 
of  each  course,  when  the  lap  of  the  longitudinal  seam  occurs, 
the  plate  must  be  reduced  by  cold  hammering  or  planing,  or 
both,  to  a  fine  edge,  through  which  one  of  the  rivets  of  the 
round  seam  must  be  driven  to  insure  tightness.  In  addition  to 
this  rivet,  still  another  rivet  must  be  driven  through  the  three 
thicknesses  of  plate  at  such  joints.  Each  plate  must  be  rolled 
to  a  perfect  cylinder  of  the  required  diameter. 

All  rivet  holes  must  be  spaced  with  precision,  and  in  punch- 
ing the  same,  the  punch  shall  be  applied  to  the  side  of  the  plate 
which  is  to  be  placed  in  contact  with  another.  In  punching 
said  holes,  the  best  and  sharpest  dies  and  punches  are  to  be 
used,  and  all  burrs  caused  by  the  punch  on  the  lower  side  of 
the  plate  shall  be  removed  by  counter-sinking. 

All  rivet  holes  are  not  to  exceed  the  specified  size  of  rivet 
by  more  than  1-16  of  an  inch,  and  are  to  be  so  punched  that  in 
assembling  the  several  parts  of  a  member  together  a  rivet  1-16 


228  ENGINEERING  SPECIFICATIONS. 

inch  less  in  diameter  than  the  hole,  can  be  entered  hot  into  any 
hole  without  "drifting."  Occasional  variations  must  be  cor- 
rected by  reaming. 

Whenever  possible,  rivets  must  be  driven  by  machines  cap- 
able of  retaining  the  applied  pressure  after  the  upsetting  is 
completed.  Rivets  when  driven  must  completely  fill  the  hole 
and  have  full  round  heads,  concentric  to  the  rivet  hole,  and 
thoroughly  pinch  the  connected  members  together. 

All  loose  or  imperfectly  driven  rivets  must  be  replaced  by 
sound  and  perfect  fitting  ones. 

At  each  junction  of  the  straight  seam  and  the  round  seam 
where  three  thicknesses  of  plate  come  together,  and  in  all  places 
where  castings  of  any  description  ere  to  be  attached  to  the  pipe, 
special  rivets  of  extra  length  must  be  provided  and  driven. 

The  rivets  used  for  attaching  castings  of  any  description  to 
the  pipes  and  connecting  together  plates  or  courses  in  the  field, 
or  by  hand-work  in  the  shop,  shall  in  all  cases  be  of  the  best 
quality  of  wrought  iron,  and  be  driven  in  the  best  and  most 
workmanlike  manner  in  every  respect.  All  provisions  herein 
contained,  relating  to  riveting  done  in  the  shop,  shall  also  apply, 
as  far  as  practicable,  to  rivets  driven  in  the  field,  or  along  the 
line  of  the  conduit. 

All  circular  seams  to  be  single  riveted,  and  the  longitudinal 
seams  to  be  double  riveted,  except  where  shown  otherwise  on 
detail  plans. 

The  pipe  is  to  be  manufactured  in  lengths  of  four  or  more 
courses  each,  the  outside  and  inside  courses  alternating  with 
each  other,  so  that  each  length  will  have  an  outside  course  on 
one  end  and  an  inside  course  on  the  other  end;  also  in  such 
manner  that  the  longitudinal  seams  will  alternate  to  the  right 
and  left  not  more  than  one  foot  from  the  centre  line  of  the 
pipe. 

Where  angles  or  curves  occur  in  either  the  alignment  or  the 
grade  of  the  conduit,  the  plates  must  be  cut  and  punched  to  the 
required  lines  for  forming  a  small  oblique  angle  at  the  round 
seams  of  as  many  courses  as  may  be  needed  to  produce  the 
given  total  deflection  or  curvature  in  each  locality,  and  the 
courses  must  be  put  together  with  the  longitudinal  seams  alter- 
nating as  aforesaid.  In  general,  the  deflection  angle  formed 
by  two  consecutive  courses  may  range  from  one  (i)  to  five  (5) 
degrees  in  horizontal  or  vertical  projection,  according  to  the 
locality;  but  greater  deflection  angles  may  be  made  if  ordered 
by  the  engineer. 

Where  ordered  by  the  engineer  the  ends  of  the  pipe  to  be 
provided  with  suitable  flanged  rings  or  collars  of  steel  or  iron, 
riveted  to  the  pipe  and  drilled  for  bolting  as  shown  on  detail 
drawings. 


SPECIFICATIONS  FOR  STRUCTURAL*  STEUL* 

Stiffening  rings  of  suitable  steel  or  iron  shall  be  placed  about 
the  pipes  and  securely  riveted  to  the  same  where  ordered  by 
the  engineer.  The  price  for  furnishing  and  placing  the  flanges 
and  rings  to  be  paid  for  by  the  pound  at  the  price  stipulated  in 
item  (q),  plan  B. 

Openings  for  the  manholes,  branches,  blow-offs,  air  valves, 
etc.,  will  be  cut,  and  the  cast  iron  fittings  riveted  on  in  the  shop 
before  the  coating  is  applied. 

All  riveted  seams  and  joints  of  every  description  shall  be 
thoroughly  caulked,  both  on  the  inside  and  the  outside  of  the 
pipe,  in  the  best  and  most  workmanlike  manner  for  first-class 
boiler  work,  while  for  the  necessary  distance  from  all  laps  the 
seams  shall  be  both  chipped  and  caulked.  The  caulking  of  all 
seams  made  in  the  shop  must  be  done  before  the  coating  is  ap- 
plied to  the  pipe,  and  every  precaution  must  be  taken,  both 
in  the  shop  work  and  in  the  field  work,  to  insure  the  utmost 
strength  and  tightness. 

The  cost  of  furnishing  all  appliances,  materials  and  labor  re- 
quired for  the  manufacture  of  the  pipe  as  aforesaid,  except 
the  castings  and  special  fittings,  must  be  included  in  the  price 
bid  per  lineal  foot  for  the  conduit  pipe  laid  in  place  complete, 
said  price  also  to  include  the  cost  of  riveting  such  castings  and 
fittings  to  the  pipe,  the  cost  of  making  connection  with  the  ends 
of  the  special  sections  and  ends  of  the  cast  iron  pipe  at  the 
engine  house  and  at  the  reservoir,  and  all  incidental  work. 

During  its  manufacture,  'sample  lengths  of  pipe,  to  be  se- 
lected by  the  engineer  as  frequently  as  he  may  deem  necessary, 
shall  be  tested  before  or  after  coating  under  a  water  pressure 
equal  to  at  least  100  pounds  per  square  inch.  All  such  tests 
will  be  made  at  the  contractor's  expense,  and  he  shall  furnish 
all  the  necessary  appliances  and  labor  for  their  performance  to 
the  engineer's  satisfaction. 

Coating. — After  the  pipes  are  manufactured  and  the  open- 
ings required  for  connections,  manholes,  air  valves,  etc.,  cut  in 
the  appropriate  sections,  and  the  stiffening  rings,  collars,  and 
fittings,  riveted  in  place,  they  are  to  be  covered  with  a  pro- 
tective coating  of  the  material  and  in  the  manner  recommended 
by  Prof.  A.  H.  Sabin,  of  Long  Island  City,  of  New  York,  or 
by  some  process  equally  satisfactory  to  the  engineer. 

If  the  process  of  Prof.  Sabin  is  used,  the  pipe  will  be  heated 
to  above  212  deg.  Fahrenheit.  It  will  then  be  dipped  in  the 
coating  compound  manufactured  by  E.  Smith  &  Co.,  of  New 
York,  which  must  be  heated  to  above  250  deg.  Fahrenheit. 
After  draining,  the  pipe  will  then  be  placed  and  kept  vertically 
in  a  suitable  baking  oven  with  a  pan  under  each  pipe  to  catch 
the  drip. 

The  pipes  must  be  kept  in  the  oven  at  a  heat  of  not  less  than 


230  ENGINEERING  SPECIFICATIONS. 

500  cleg.  Fahrenheit,  for  about  four  hours,  until  the  coating  has 
become  hard ;  when  cold,  the  pipes  may  then  be  removed  from 
the  oven  and  transported  to  the  work. 

The  heads  of  all  rivets  driven  after  the  coating  has  been  ap- 
plied, or  any  parts  of  the  coating  injured  in  shipment,  must  be 
thoroughly  covered  with  "black  bridge  paint,"  manufactured  by 
E.  Smith  &  Co.,  of  New  York,  and  allowed  to  become  suffi- 
ciently hard  before  being  handled  or  covered  up. 

Manholes. — When  directed  by  the  engineer,  the  contractor 
shall  furnish  and  put  in  place  in  the  steel  pipe  conduit,  man- 
holes, with  covers,  gaskets  and  bolts  complete.  The  openings 
for  said  manholes  shall  be  elliptical,  with  clear  major  and  minor 
diameters  of  not  less  than  16  and  14  inches  respectively;  and 
the  joint  between  the  frame  and  cover  must  in  all  cases  be  made 
by  truly  facing  or  milling  the  abutting  surfaces  and  interpos- 
ing a  suitable  gasket  of  sheet  copper  or  lead.  No  portion  of 
the  frame  or  cover  shall  project  within  the  cylindrical  cross- 
section  of  the  pipe,  and  the  design  of  the  manhole  in  all  its  de- 
tails shall  be  subject  to  the  approval  of  the  engineer. 

Payments  for  all  manholes  ordered  and  put  in  place  in  con- 
formity with  the  engineer's  directions,  will  be  made  at  the  price 
stipulated  in  item  (/>),  plan  B,  but  any  manhole  not  so  ordered 
and  which  is  put  in  place  by  the  contractor  at  any  time  for  his 
own  convenience  during  the  construction  of  the  conduit  or  for 
making  any  repairs  thereto,  and  the  replacement  of  gaskets  in 
any  manhole  opened  for  any  purpose  by  him,  will  be  at  the 
said  contractor's  expense. 

Transportation  and  Delivery. — After  the  steel  pipe  is  man- 
ufactured and  coated  as  specified  above,  it  is  to  be  transported 
and  delivered  along  the  route  of  the  pipe  line,  or  on  adjacent 
land,  as  directed  by  the  engineer.  Great  care  must  be  taken  by 
the  contractor  in  the  transportation  and  delivery  to  prevent  in- 
jury to  the  coating  of  the  pipe  and  special  fittings  and  castings, 
or  deformation  and  damage  to  the  pipe  itself.  All  damage  to 
the  coating  must  be  made  good  by  the  contractor  by  re-coating 
the  damaged  portions  in  a  manner  satisfactory  to  the  engineer. 

Any  section  of  the  pipe  showing  appreciable  indentation  or 
deformation  may  be  rejected  by  the  engineer. 

The  pipe  is  to  be  placed  by  the  contractor  in  the  trenches  as 
prepared  by  the  city,  upon  wooden  blocks  set  by  said  city,  and 
the  sections  of  the  pipe  carefully  riveted  together.  Rivets  to 
be  of  same  quality  as  those  specified  for  shop  riveting,  and  will 
be  well  and  thoroughly  driven  by  hand.  After  riveting,  the 
joints  must  be  thoroughly  caulked. 

The  section  of  the  pipe  shall  be  so  laid  as  to  have  the  long- 
itudinal seams  on  top.  Rivet  heads  and  all  portions  of  the  pipe 
coating  injured  in  the  laying  shall  be  coated  while  in  the  trench 


SPECIFICATIONS  FOR  STRUCTURAL  STEEL,  231 

with  the  "black  bridge  paint,"  manufactured  by  E.  Smith  & 
Co.,  of  New  York,  in  a  manner  satisfactory  to  the  engineer. 

Setting  Valves. — The  city  will  furnish  and  deliver  at  the 
work  the  four  sets  of  3O-in.  valves  and  the  cast  iron  connec- 
tions ;  and  the  contractor  is  to  connect  the  same  with  the  flanged 
ends  of  the  pipes,  furnishing  therefor  all  bolts,  lead,  labor,  etc. 
The  foundation  and  rests  for  the  valves  and  special  connecting 
pipes  will  be  furnished  and  set  by  the  city. 

The  sum  to  be  paid  for  placing  each  set  of  3O-in.  valves  and 
connecting  pipes,  also  placing  the  3O-in.  valve  and  special  cast- 
ings at  the  cross-over  near  the  Watertown  Branch  Railroad, 
and  connecting  with  the  ends  of  the  4<D-in.  riveted  steel  pipe  is 
specified  in  item  (n),  plan  B. 

Excavation  of  the  trench,  for  the  pipe-laying  and  making 
up  the  joints,  will  be  done,  also  all  cradles  and  bearing  blocks 
will  be  furnished  and  set  by  the  city,  in  advance  of  the  work  of 
placing  the  pipe.  Any  damage  done  to  the  trench  or  disar- 
rangement to  the  blocks  and  bearing  pieces  after  the  same  has 
been  dug  or  set,  must  be  made  good  by  the  contractor.  The 
cost  of  connecting  the  steel  pipe  with  the  cast  iron  pipe  at  the 
engine  house  and  also  the  gate  house  of  the  reservoir  must  be 
included  in  the  price  for  the  steel  pipe. 

The  pipes  and  appurtenances  must  be  kept  well  brushed  out 
and  thoroughly  cleansed  from  all  dirt  or  rubbish  of  any  kind 
and  the  ends  of  the  pipe  and  branches  must  be  kept  covered 
with  suitable  wooden  caps. 

Testing  Pipe. — As  soon  as  practicable  after  the  pipe  is  laid 
and  riveted  in  the  trench  the  pipe,  will  be  tested,  at  the  expense 
of  the  contractor,  in  convenient  lengths  of  about  2,500  feet,  to 
a  pressure  of  100  pounds  per  square  inch.  The  contractor  must 
furnish  at  his  own  expense  such  caps  and  plugs  as  may  be  nec- 
essary to  close  the  open  ends  of  the  pipe.  During  this  test  all 
the  joints  shall  be  carefully  examined  and  leaky  joints  caulked 
and  made  tight  in  a  manner  satisfactory  to  the  engineer.  The 
contractor  to  supply  all  needed  water  and  appliances  for  test- 
ing at  his  own  expense. 

If,  during  the  test,  any  pipe,  special  fitting  or  casting  sup- 
plied by  the  contractor,  should  burst  or  be  found  defective  in 
any  respect  for  any  cause,  the  same  shall  be  removed  and  be 
replaced  with  a  sound  piece,  and  any  damage  to  the  trench  or 
property  resulting  from  said  defect  or  failure  must  be  made 
good  by  the  contractor  without  extra  compensation. 

At  the  completion  of  the  work  the  entire  pipe  line  as  laid 
will  be  inspected  inside,  and  any  material  found  therein  must 
be  removed  by  the  contractor. 

It  is  to  be  understood  that  all  the  necessary  materials,  tools, 
machinery,  derricks,  labor,  etc.,  necessary  for  manufacture,  de- 


232  ENGINEERING  SPECIFICATIONS. 

livery  and  placing  of  the  pipes,  and  setting  the  gates  and  special 
castings,  in  the  trench  complete  and  ready  for  use,  is  to  be  fur- 
nished by  the  contractor. 

The  price  to  be  paid  per  each  lineal  foot  of  4O-in.  riveted  steel 
conduit  pipe  furnished,  manufactured,  coated  and  placed  in  the 
trench  and  accepted  by  the  engineer  is  specified  in  Item  (h), 
plan  B. 

Riveted  Pipe  with  Flanged  Ends. — The  4O-in,  riveted  steel 
pipe  with  flanged  ends  will  be  made  of  sheets  y^  inch  in  thick- 
ness, of  dimensions  as  shown  in  detail  drawings,  and  made 
under  the  foregoing  general  specifications. 

This  pipe  will  not  be  placed  in  the  reservoir  by  the  contractor, 
but  will  be  delivered  on  adjacent  grounds  as  directed  by  the 
engineer. 

The  price  to  be  paid  for  each  lineal  foot  of  4O-in.  riveted  steel 
pipe  with  flanged  ends  delivered  on  the  ground,  is  specified  in 
item  (i) ,  plan  B. 

The  sum  to  be  paid  for  each  pound  of  wrought  iron  or  steel 
collars,  stiffening  rings,  etc.,  classed  as  "special  fittings,"  fur- 
nished, and  riveted  to  the  pipe,  as  directed,  is  specified  in 
item  (q),  plan  B.  L.  M.  H. 

157.  Specification  for  Wooden  Stave  Pipe.  The  follow- 
ing specification  was  prepared  and  used  in  California  by  one 
of  the  most  experienced  engineers  in  this  kind  of  construction : 

Dimensions. — The  stave  pipe  built  under  these  specifications 
shall  have  inside  diameter  as  near  as  may  be  of  24  inches  for 
the  reservoir  inlet  pipe,  and  18  inches  for  the  independent  con- 
nection between  the  outlet  pipes  and  the  Vermont  avenue  line ; 
and  shall  consist  of  wooden  staves,  steel  bolts,  malleable  cast 
saddles  and  metallic  tongue. 

Staves. — The  staves  shall  be  made  of  clear  redwood,  free 
from  sap,  which  shall  have  been  on  sticks  at  least  thirty  days 
before  being  milled.  The  finished  thickness  shall  not  be  less 
in  either  case  than  i^  inches.  The  broad  sides  shall  be  dressed 
to  conform  to  the  outside  and  inside  radii  of  the  pipe.  The 
edges  shall  be  dressed  to  the  radial  planes,  except  that  a  slight 
bead  shall  run  along  on  edge  of  each  stave.  The  ends  of  the 
staves  shall  be  accurately  squared  and  shall  be  slotted  for  in- 
sertion of  a  No.  14  metallic  tongue,  so  as  to  secure  the  same 
position  for  all  staves.  The  staves  may  vary  in  length  from 
10  to  24  feet,  but  not  more  than  10  per  cent,  shall  be  less  than 
12  feet,  and  not  more  than  40  per  cent,  shall  be  less  than  14  feet. 

Bands. — The  bands  shall  be  homogeneous  mild  steel,  having 
a  tensile  strength  of  from  58,000  to  65,000  pounds  to  the  square 
inch,  and  the  elastic  limit  shall  not  be  less  than  60  per  cent,  of 
the  tensile  strength.  The  elongation  shall  not  be  less  than  24 


SPECIFICATIONS  FOR  WOODEN  STAVE  PIPEL  233 

per  cent,  in  a  test  piece  8  inches  long,  and  shall  bend  back  upon 
itself  cold  without  fracture.  The  section  of  the  band  shall  be 
y%  inch  round.  The  thread  shall  be  cold  rolled,  and  shall  be 
as  strong  as  the  body  of  the  bolt.  The  washers  shall  be  o.n 
inches  thick,  and  the  nuts  shall  run  easily  but  not  loosely  on  the 
thread. 

Saddles. — The  saddles  shall  be  of  best  malleable  cast  iron  of 
such  shape  as  shall  leave  the  entire  band  in  a  plane  perpendicu- 
lar to  the  axis  of  the  pipe.  The  strength  shall  be  in  excess  of 
the  bands.  They  shall  be  free  from  defects  and  shall  fit  closely 
upon  the  outside  of  the  pipe. 

Tongues. — The  tongues  shall  be  il/2  inches  wide,  and  long 
enough  to  extend  into  the  adjacent  side  staves  when  in  place. 

Construction. — The  pipe  when  laid  shall  conform  accurately 
to  the  stakes  of  the  engineer.  The  staves  shall  break  joints, 
and  no  joints  in  adjacent  staves  shall  be  nearer  than  24  inches. 
The  pipe  when  finished  shall  be  round  and  smooth,  both  out- 
side and  in. 

The  bands  shall  be  put  on  at  right  angles  to  the  staves.  The 
seam  joints  shall  be  made  tight  by  frequent  and  thorough  cinch- 
ing of  the  bands.  The  butt  joints  shall  be  made  tight  by  long- 
itudinal driving  of  the  staves,  using  wooden  driving  bars. 

Coating. — The  steel  rods  shall  be  coated  with  asphalt  after 
the  manner  specified  for  the  iron  pipe.  Any  spots  where  the 
coating  has  become  damaged,  after  the  bands  are  placed  in  the 
pipe,  shall  be  thoroughly  painted  over.  The  nuts,  washers  and 
shoes  shall  be  similarly  treated. 

Spacing. — The  band  spacing  shall  be  as  given  in  the  follow- 
ing table : 

(The  pressure  to  be  the  difference  between  the  elevation  of 
the  bottom  of  pipe  and  493.5  feet.) 


Diameter  of  Pipe. 

Pressure  in  Feet  Head. 

Distance  C.  to  C.  of  Bands. 

18  inches 
18  inches 
18  inches 
18  inches 
24  inches 
24  inches 

25  to  30 
30  to  35 
&5  to  40 
40  to  45 
25  to  30 
30  to  35 

9  inches 
8  inches 
7%  inches 
7%  inches 
8  inches 
7)4  inches 

Backfilling. — The  contractor  supplying  the  pipe  shall  also 
backfill  the  same  to  a  depth  of  six  inches  over  the  top  of  the 
pipe ;  the  material  to  be  carefully  tamped  under  and  about  the 
same. 

Connections. — The  pipe  shall  be  connected  up  with  the  vari- 
ous specials  as  shown  on  the  plan  with  oakum  and  lead  joints. 

A.  L.  A. 


234  ENGINEERING  SPECIFICATIONS. 

158.  Specifications  for  Wrought  Iron  Chains.  The  fol- 
lowing specifications  for  wrought  iron  chains  are  in  use  ( 1902) 
by  the  Pennsylvania  Railroad  Company.  It  will  be  noted  that 
there  is  no  specification  concerning  the  material  from  which  the 
chains  are  made,  the  tests  of  the  completed  chains  being  re- 
garded as  sufficient.  Presumably  to  satisfy  these  requirements 
an  excellent  quality  of  wrought  iron  would  be  required. 

All  chain  will  be  ordered  subject  to  inspection  and  test  by 
the  company's  inspectors  before  shipment.  Manufacturers  fill- 
ing orders  will,  when  they  have  a  shipment  of  chain  ready,  so 
advise  the  general  superintendent  of  motive  power.  They  will 
be  required  to  furnish  suitable  testing  machines,  and  such  as-' 
sistance  as  will  enable  the  inspectors  to  properly  determine 
whether  the  chain  meets  the  requirements,  and  must  be  pre- 
pared to  ship  in  the  presence  of  the  inspectors. 

All  chain  will  be  proof  tested  to  the  strains  shown  in  the 
table  below,  which  it  must  stand  without  deformation,  and  in 
addition  one  short  length  of  not  less  than  two  (2)  feet  for  each 
two  hundred  (200)  feet  presented,  shall  be  tested  to  destruc- 
tion, and  the  two  hundred  (200)  feet  will  be  rejected  if  the  test 
length  falls  below  the  figures  given  for  breaking  weight  and 
elongation.  On  orders  calling  for  less  than  two  hundred  (200) 
feet,  one  length  will  be  tested  to  destruction.  When  chain  is 
ordered  in  lengths  complete,  with  links,  hooks,  etc.,  welded  on, 
as  used  on  cars  or  for  cranes,  the  long  links,  hooks  and  eye  bolts 
must  be  included  in  the  proof  test,  such  lengths  may  be  chained 
together  by  temporary  shackles  during  the  test.  One  per  cent, 
of  the  chain  thus  presented  for  test  must  be  measured  and 
weighed  to  determine  the  weight  per  foot  of  chain,  not  includ- 
ing long  links  and  hooks.  If  it  should  be  impossible  to  deter- 
mine weight  of  chain  with  long  links  and  hooks  attached,  the 
long  links  must  be  cut  and  afterwards  replaced  in  the  presence 
of  the  inspector  before  shipment,  but  with  care  this  cutting  may 
generally  be  avoided. 

All  chain  must  be  smooth,  free  from  the  appearance  of  burnt 
welds,  cracks  or  overlaps,  and  must  have  a  workmanlike  finish. 
Any  chain  defective  in  these  respects  will  be  rejected.  Chain 
must  not  be  less  than  the  nominal  size  in  the  body  or  welds. 
Any  chain  found  defective  after  shipment,  will  be  returned 
without  freight  charges.  Chain  weighing  in  excess  of  the 
limits  of  weight  shown  in  the  table  below,  will  be  paid  for  at 
that  weight. 

The  company's  drawing  of  "Standard  Chain  Links"  No. 
13,124  and  detail  drawings  of  "Standard  Chains"  will  form 
part  of  these  specifications.  Drawing  No.  13,124  gives  the  de- 


SPECIFICATIONS  FOR  STEEL  STAND-PIPE. 


235 


sired  dimensions  of  links,  and  if  the  length  of  100  links  in 
any  of  the  crane  chains  is  greater  than  shown,  by  as  much  as 
one  per  cent.,  the  same  will  be  rejected.  In  the  case  of  the 
5-32  inch  and  3-16  inch  chains,  as  much  as  ten  per  cent,  excess 
length  of  link  will  be  allowed.  For  the  remaining  chains  this 
limit  will  be  two  per  cent.  To  determine  the  length,  a  piece 
of  chain  containing  100  links  whenever  practicable  will  be  se- 
lected, and  the  distance  from  inside  end  to  inside  end  of  end 
links  measured,  this  measurement  will  be  taken  while  the  chain 
is  in  test  machine  for  proof  test,  with  no  more  than  ten  (10) 
per  cent,  of  the  proof  load  on  to  take  up  the  slack.  If  the 
length  of  chains  ordered  will  not  contain  100  links,  then  50,  25 
or  10  links  may  be  measured.  The  highest  practicable  number 
should  however  always  be  selected. 

The  main  requirements  of  the  specifications  are  given  in  the 
following  table : 


u 

*o 

Specifications. 

•s. 

S. 

5 

^ 

*s 

I 

11 

a^ 

I 

0 

-c 
Qw 

Description. 

c5 

fe   . 

"*Ja- 

1 

.      .f. 

%a 

JS 

1? 

ll 

£  3 

£1 

ll 

is 

1 

1^ 

|*1 

"*<§ 

11 

?! 

§s 

fe 

^ 

a- 

PQ 

H 

1 

5-32 

Twisted  Chain  

103.1 

0.20 

2 

3-16 

Twisted  Chain  

96.2 

0.35 

2J4 

3-16 

Perfection  Twisted  Chain  

151.25 

0.266 



3 

Straight  Link  Chain  

102  0 

0  70 

1  500 

3  000 

10 

4 
5 

5^16 

114.7 
114  7 

1.10 
1  50 

3,000 
3  500 

5,500 
7  000 

10 
10 

Straight  Link  Chain  

6 

v 

Crane  Chain  

113  6 

1  50 

4  000 

7  50Q 

10 

7 

716 

127.5 

1.90 

5  000 

9  500 

10 

8 

7-16 

Crane  Chain  

126  3 

1  90 

5  500 

10  000 

10 

9 

Straight  Link  Chain  

153  0 

2.50 

7  000 

12  500 

10 

10 

f2 

Crane  Chain  

138  9 

2  50 

7  500 

13  000 

10 

11 

H 

Straight  Link  Chain  

178.5 

4.00 

11,000 

20  000 

10 

12 

j-9 

17ti  7 

4.00 

11  000 

20  000 

10 

13 

0^ 

Straight  Link  Chain.... 

204  0 

5  50 

16  OcO 

29  000 

10 

14 

« 

202.0 

5.50 

16  000 

29  000 

10 

15 

Tfc 

Crane  Chain  

252  5 

7  40 

22  000 

40  000 

10 

16 

1^^ 

9  50 

30  000 

55  000 

10 

IT 

J1X 

303  0 

12.00 

40  000 

66  OW 

10 

18 

1V/ 

Crane  Chain  

353  5 

15  00 

50  000 

82  000 

10 

19 

jii 

Crane  Chain... 

416.6 

21.00 

70.000 

116.000 

10 

P.  R.  R. 

159.  Specification  for  the  Material  and  Workmanship  of 
a  Steel  Stand-Pipe.  The  following  specification  for  the  ma- 
terial and  workmanship  suitable  for  a  steel  water  tower  or 
stand-pipe  have  been  prepared  by  Mr.  Wm.  D.  Pence,  after  a 
very  long  and  careful  investigation  of  the  numerous  failures 
which  have  occurred  in  such  structures  and  also  of  the  mate- 


236  ENGINEERING  SPECIFICATIONS. 

rials  and  workmanship  suitable  and  necessary  for  this  kind  of 
work.  The  specification  includes  a  phosphorus  limit  of  0.06 
of  one  per 'cent.,  which  is  the  same  as  that  specified  in  article 
156.  There  is  no  question  but  that  a  limit  of  from  0.06  to 
0.08  of  one  per  cent,  is  necessary  in  order  to  exclude  high  phos- 
phorus steels  which  are  of  necessity  brittle.  The  author  heartily 
commends  these  specifications,  not  only  for  the  purpose  named, 
but  for  all  similar  kinds  of  work. 

Material. — The  metal  composing  the  stand-pipe  shall  be  soft, 
open-hearth  steel,  containing  not  more  than  0.06  per  cent, 
phosphorus,  and  having  an  ultimate  tensile  strength  of  not  less 
than  54,000  nor  more  than  62,000  pounds  per  square  inch,  an 
elastic  limit  not  less  than  one-half  the  ultimate  strength,  an 
elongation  of  not  less  than  26  per  cent,  in  eight  inches  and  a 
reduction  of  area  of  not  less  than  50  per  cent,  at  fracture,  which 
shall  be  silky  in  character.  Before  or  after  being  heated  to  a 
cherry  red  and  quenched  in  water  at  80  deg.  F.,  the  steel  shall 
admit  of  bending  while  cold,  flat  upon  itself,  without  sign  of 
fracture  on  the  outside  of  the  bent  portion. 

Test  Pieces. — All  test  samples  shall  be  cut  from  finished  ma- 
terial. Tensile  test  pieces  to  be  at  least  16  inches  long,  and  to 
have  for  a  length  of  8  inches  a  uniform  planed-edged  sectional 
area  of  at  least  y2  square  inch,  the  width  in  no  case  to  be  less 
than  the  thickness  of  the  piece.  Bending  test  pieces  to  be  12 
inches  long,  and  to  have  a  width  of  not  less  than  four  times  the 
thickness,  with  edges  filed  smooth. 

Number  of  Tests. — For  the  purpose  of  identification  the 
number  of  the  melt  or  heat  of  steel  shall  be  stamped  on  each 
plate  produced  therefrom.  At  least  one  full  series  of  tests,  both 
chemical  and  physical,  as  above  specified,  shall  be  made  of  each 
melt,  and  such  additional  tests  may  be  made  as,  in  the  judgment 
of  the  inspector,  seem  essential  for  corroborative  purposes 
under  varying  conditions  or  methods  of  treatment  of  the  metal. 

Finish  of  Material. — All  plates  must  be  free  from  lamina- 
tions and  surface  defects,  and  shall  be  rolled  truly  to  the  speci- 
fied thicknesses. 

Facilities  for  Testing. — Complete  facilities  for  the  tests  and 
inspections  shall  be  provided  by  the  contractor,  as  required. 

Inspector. — Material  will  be  inspected  at  the  mill  by  (name 
of  a  trustworthy  testing  concern  equipped  to  make  both  chem- 
ical and  physical  tests)  or  such  other  party  as  may  be  approved 
by  the  engineer. 


SPECIFICATIONS  FOR  STEEL  STAND-PIPE.  237 

Additional  Test  Piece*. — If  required  by  the  engineer,  the 
contractor  will  provide  four  certified  samples  of  each  thickness 
of  plate  used  in  the  work,  these  samples  to  be  2  inches  wide  and 
1 6  inches  long. 

Workmanship. — All  workmanship  must  be  first-class  in  every 
particular. 

Working  Steel. — The  plates  and  angles  shall  be  shaped  to 
the  proper  curvature  by  cold  rolling.  No  heating  and  hammer- 
ing shall  be  allowed  for  straightening  or  curving,  or  for  other 
purposes.1  ' 

Punching. — The  work  shall  be  carefully  and  accurately  laid 
out  in  the  shop,  and  the  rivet  holes  punched  with  a  center 
punch,  sharp  and  in  perfect  order,  from  the  surface  to  be  in 
contact.  The  diameter  of  the  punch  shall  not  exceed  that  of 
the  rivet  by  more  than  1-16  inch,  and  the  diameter  of  the  die 
shall  in  no  case  exceed  that  of  the  punch  by  more  than  1-16. 
Rivet  holes  in  p1ates  having  a  thickness  of  ^4  inch,  and  over 
shall  either  be  drilled  or  if  punched,  shall  be  reamed  not  less 
than  y%  inch  larger  than  the  die  sides  of  the  holes,  and  sharp 
edges  shall  be  trimmed. 

Beveling,  etc. — All  calking  edges  shall  be  planed  to  a  proper 
bevel.  All  parts  must  be  adjusted  to  a  perfect  fit,  and  properly 
marked  before  leaving  the  shop. 

Erection. — In  assembling  the  work,  the  rivet  holes  shall 
match  so  that  hot  rivets  may  be  inserted  without  the  use  of  a 
hammer.  Drifting  is  prohibited.  Eccentric  holes,  if  any,  must 
be  reamed,  and  if  required,  larger-sized  rivets  shall  be  used  in 
such  holes. 

Rivets  and  Riveting. — The  best  grade  of  soft  charcoal  iron 
rivets  to  be  had  in  the  market  shall  be  used.  Sufficient  stock 
must  be  provided  in  the  rivets  to  completely  fill  the  holes  and 
make  a  full  head.  The  rivets  shall  be  driven  at  such  a  heat  as 
will  admit  of  their  being  finished  in  good  form  with  a  button  set 
before  the  rivet  has  cooled  to  a  critical  point.  As  often  as  may 
be  deemed  advisable  for  the  purpose  of  testing  the  work,  rivets 
shall  be  cut  out  at  the  direction  of  the  inspector.  The  quality 
of  the  rivet  metal  and  of  the  workmanship  shall  be  such  th?+ 
the  fracture  of  the  rivet  so  removed  at  random  shall  show  a 
good,  tough,  fibrous  structure  without  any  crystalline  appear- 
ance, and  there  shall  be  no  evidence  of  brittleness.  Loose  rivets 
must  be  promptly  replaced,  no  rivet  calking  bein^  permitted. 

1  If  lap  riveting  is  u?ed,  omit  the  expression  "or  for  other  purposes,"  and  insert  the 
following  sentence:  "  No  scarfing  shall  be  done  at  a  temperature  below  that  of  ignition 
of  a  hard-wood  hammer  handle,  and  no  work  shall  be  done  upon  the  steel  between  such 
Umperature  and  that  of  boiling  water." 


238  ENGINEERING  SPECIFICATION& 

Calking. — All  seams  must  be  calked  thoroughly  tight  with 
a  round-nosed  calking  tool  by  workmen  of  acceptable  skill. 
Great  care  must  be  taken  not  to  injure  the  under  plate. 

Rejections. — Defective  material  and  workmanship  may  be 
rejected  at  any  stage  of  the  work,  and  must  be  properly  re- 
placed by  the  contractor  as  directed. 

Final  Tests. — After  completion  the  work  shall  be  tested  by 
filHng  the  stand-pipe  with  water,  and  the  leaks,  if  any,  shall  be 
promptly  and  thoroughly  calked.  The  stand-pipe  must  be 
water-tight  before  acceptance. 

Superintendence. — All  inspections  shall  be  made  under  the 
direction  of  the  engineer  who  shall  have  general  supervision 
of  the  v/ork.  W.  D.  P. 


MISCELLANEOUS  SPECIFICATIONS. 

1 60.  Specifications  for  Pile  and  Trestle  Bridging.  The  fol- 
lowing specifications  for  pile  foundations  and  timber  trestles 
are  those  used  by  the  Union  Pacific  Railway  Co.  These  speci- 
fications may,  however,  serve  as  a  standard  fur  all  kinds  of  pile 
foundations,  and  for  the  selection  of  large  timbers  for  engi- 
neering structures.  The  formula  for  obtaining  the  safe  bear- 
ing resistance  of  pile  foundations  is  that  generally  known  as  the 
"Engineering  News  formula:" 

All  piles  to  be  made  from  straight,  sound,  live  timber,  free 
from  cracks,  shakes  and  rotten  knots,  cut  from  the  following 
kinds  of  timber :  White  oak,  burr  oak,  red  or  yellow  Oregon  fir. 
They  must  be  so  straight  that  a  straight  line  taken  in  any  direc- 
tion from  the  center  of  each  end  of  the  pile,  and  run  the  length 
of  it,  shall  show  that  the  pile  is  at  no  point  over  one-eighth  of 
its  diameter  at  such  point  out  of  a  straight  line.  They  must 
show  an  even,  gradual  taper  from  end  to  end.  Ends  must  be 
cut  square,  all  bark  taken  off,  branches  and  knots  trimmed  off 
smooth,  finishing  the  pile  in  a  workmanlike  manner.  They 
must  not  be  less  than  fourteen  (14)  inches  in  diameter  at  the 
narrowest  point  of  measurement  of  butt  or  large  end,  nor  less 
than  ten  (10)  inches  in  diameter  at  narrowest  point  of  meas- 
urement of  point  or  small  end,  and  at  no  part  more  than  seven- 
teen (17)  inches  in  diameter. 

All  piles  must  be  properly  sharpened  before  driving.    They 


SPECIFICATIONS  FOR  TIMBER  STRUCTURES.  239 

must  be  driven  until  they  will  carry  a  safe  working  load  of 
— —  pounds,  computed  by  the  following  formula : 


In  which  L=Safe  load  in  pounds. 

w= Weight  of  hammer  in  pounds. 
h=Fall  of  hammer  in  feet. 
s= Last  penetration  in  inches. 

They  will  be  estimated  and  paid  for  by  the  lineal  foot.  I.  As 
delivered  at  the  site  of  the  structure,  according  to  bills  fur- 
nished by  the  engineer.  2.  For  driving,  straightening  and  cut- 
ting off  ready  for  the  caps,  and  only  the  length  actually  left 
standing  in  the  structure  to  be  paid  for. 

All  timbers  must  be  of  the  exact  dimensions  given  and  figured 
on  the  plans,  to  be  cut  from  sound,  live  timber,  free  from  loose 
or  rotten  knots,  worm  holes,  wind  shakes  or  splits ;  reasonably 
well  seasoned,  straight  grained,  square  edged,  and  free  from 
any  and  every  defect  calculated  to  impair  its  strength  and 
durability.  It  will  be  estimated  and  paid  for  in  the  work  by 
the  thousand  feet,  board  measure.  The  following  kinds  of  tim- 
ber will  be  accepted : 

All  bridge  ties  will  be  white  or  burr  oak,  Oregon  red  or  yel- 
low fir,  tamarack  or  yellow  pine. 

All  track  stringers  and  guard  timbers  will  be  Oregon  fir  or 
yellow  pine,  of  the  long  leaved,  southern  hard  pine  variety. 

All  posts,  caps,  sills,  bracing  and  end  plank  will  be  white  or 
burr  oak,  red  or  yellow  Oregon  fir,  white  or  yellow  pine  or 
tamarack. 

All  wrought  iron  must  be  of  the  best  quality  of  refined  iron, 
tough,  ductile  and  capable  of  standing  a  tensile  strain  of  fifty 
thousand  (50,000)  pounds  per  square  inch  of  sectional  area. 
The  manufacture  of  the  bolts  must  be  perfect  in  every  respect, 
and  have  nuts  and  screws  of  the  United  States  standard  di- 
mensions, length  of  thread  to  be  not  less  than  three  inches. 

All  washers  and  spacing  blocks,  etc.,  must  be  well  manufact- 
ured of  good  gray  iron  and  to  the  exact  dimensions  shown  on 
the  drawing.  The  cost  of  placing  all  bolts,  spikes  and  wash- 
ers in  the  structure  will  be  included  in  the  price  paid  for  fram- 
ing and  erecting  the  timber. 

All  bridge  ties  will  be  furnished  and  placed  in  the  bridges 
by  the  contractor. 

The  surface  of  the  ties  must  be  brought  to  a  true  plane  under 
the  rail,  so  that  the  rail  will  get  a  full  bearing  on  every  tie. 

All  of  the  track  stringers  shall  be  brought  to  a  true  plane, 
so  that  ties  will  get  an  even  bearing  on  all  the  stringers. 


24:0  ENGINEERING  SPECIFICATIONS. 

Where  any  timber  or  pile  trestle  bridge  is  built  on  a  curve, 
the  blocking  for  elevating  the  outer  rail,  or  other  means  for 
elevating  it,  will  be  as  per  drawings  for  the  same,  a  copy  of 
which  will  be  furnished  from  the  office  of  the  chief  engineer. 

The  culverts  will  be  put  in  place  and  finished  ahead  of  the 
grading,  so  that  it  will  not  interfere  with  or  detain  the  grading, 
in  any  way. 

Bridging  shall  begin  when  directed  by  the  engineer,  and 
progress  at  a  rate  sufficiently  rapid  to  keep  out  of  the  way  of 
the  tracklayers. 

When  directed  by  the  engineer  drain  pipes  will  be  used  in- 
stead of  culverts;  they  will  be  of  cast  iron  or  vitrified  terra 
cotta ;  this  will  be  carefully  bedded  and  jointed  and  of  such  size 
as  may  be  directed  by  the  engineer. 

All  framing  shall  be  accurately  fitted ;  no  blocking  or  shim- 
ming will  be  allowed  in  making  joints ;  the  holes  for  the  bolts 
shall  be  bored  with  an  auger  of  the  exact  size  of  the  bolts.  The 
nuts  on  all  bolts  shall  be  screwed  so  the  washers  shall  pinch 
hard  upon  the  wood  and  bring  all  the  parts  of  the  structure 
close  together. 

On  completion  pick  up  and  remove  all  rubbish  from  the 
premises. 

All  material  will  be  inspected  on  the  above  specifications,  at 
points  of  shipment  or  destination  as  agreed,  and  the  owners 
required  to  remove  all  rejected  material  from  the  company's 
premises  within  thirty  (30)  days  from  the  date  of  notice  to  do 
so.  The  company  after  that  time  will  not  be  responsible  for  the 
return  or  safe  keeping  of  the  same. 

When  from  any  cause  bridge  materials  are  unloaded  from 
cars  at  material  yards  or  end  of  track,  it  shall  be  reloaded  by 
the  contractor  at  his  own  expense.  U.  P.  R'y. 

161.  Specifications  for  the  Steam  Plant  of  a  Small  Electric 
Light  Station.  The  following  specification  for  the  steam 
plant  of  a  small  electric  light  station  includes  specifications  for 
the  engine  and  its  attachments,  feed  water  heater,  boiler  feed- 
pumps, boilers,  furnace,  stack  and  pipe  connections.  While  not 
especially  elaborate,  they  have  been  prepared  by  a  mechanical 
engineer  of  large  experience  in  this  field  of  practice.  They  are 
given  here,  however,  not  for  the  purpose  of  being  copied,  but 
simply  as  an  illustration  of  such  a  specification.  The  reader 
will  note  that  three  kinds  of  engines  have  been  provided  for, 
and  that  large  liberty  is  retained  by  the  engineer  in  the  selec- 
tion of  the  engine  from  those  submitted  for  competition  in  the 


SPECIFICATIONS  FOR  STEAM  PLANT. 

bids.  A  particular  feed  water  heater  was  here  specified,  be- 
cause it  was  thought  to  be  best  suited  for  the  kind  of  water 
which  was  to  be  used,  the  advantage  of  this  heater  being  that 
it  largely  removes  the  scale  from  hard  water  before  it  enters 
the  boiler: 

ENGINE. 

Type. — There  will  be  one  engine,  of  the  high  speed  auto- 
matic pattern;  cylinders  iol/2  inches  or  n  inches  diameter; 
capable  of  operating  continuously  at  600  feet  piston  speed  per 
minute,  without  undue  heating. 

Regulation. — The  automatic  governor  must  permit  a  cut-off 
as  late  as  */£ ;  and  must  be  so  adjusted,  that  the  difference  in 
speed,  when  running  with  100  pounds  initial  pressure  and  no 
load,  as  compared  with  75  pounds  initial  pressure  and  cut-off 
^j  shall  not  exceed  a  guaranteed  amount  to  be  stated  by 
bidder;  with  a  correspondingly  less  variation  inside  of  the 
limits  named.  The  regulator  must  be  co  constructed  as  to  per- 
mit this  guaranteed  regulation  to  be  easily  maintained,  with- 
out racing.  » 

Fixtures  and  Fittings. — Standard  cast  iron  sub-base,  and 
two  heavy  driving  pulleys,  of  such  diameter  and  face  as  may 
be  required  to  suit  dynamo  pulleys ;  a  full  set  of  foundation 
bolts,  nuts  and  plates ;  template  for  foundation ;  throttle  and 
drain  valves ;  cylinder  lubricators,  automatic  oil  cups,  wrenches, 
indicator  motion,  etc. ;  and  two  one-inch  relief  valves  set  at 
no  pounds  pressure. 

Dimensions. — State  diameter  and  material  of  shaft  and  crank 
pin,  and  submit  drawing  or  blue  print  indicating  clearly  size  of 
cylinders,  speed,  diameter  of  pipe  openings,  space  occupied  and 
dimensions  of  foundations. 

Corliss  Engine. — Bids  will  also  be  considered  under  the  same 
conditions  on  a  Corliss  engine ;  1 1  inches  diameter  of  cylinder, 
shaft  6  inches;  flywheel  and  frame  extra  heavy;  speed  100. 
Regulation  to  be  guaranteed. 

Direct  Connected  Engines. — This  type  will  also  be  consid- 
ered, together  with  suitable  dynamo.  High  speed.  Vertical 
or  horizontal.  Compound  or  single  expansion.  Full  details 
must  accompany  proposals. 

Belting. — Double  thickness,  even  and  pliable,  equivalent  in 
strength  and  adhesiveness  to  the  Shultz  leather  belting.  Of  se- 
lected stock,  stretched  twice  before  being  made  into  belts.  No 
shoulders  or  flank  leather  to  be  used.  Its  tensile  strength  must 
not  be  less  than  3,200  pounds  per  square  inch  of  section,  and 
16 


242  ENGINEERING  SPECIFICATIONS. 

must  not  be  worked  beyond  65  pounds  per  inch  of  width.  The 
belt  will  be  thoroughly  stretched  again  after  making,  and  before 
shipment. 

FEED  WATER  HEATER. 

One  No.  5  Hoppes  exhaust  steam  feed  water  heater  and  puri- 
fier capable  of  heating  3,000  pounds  of  water  per  hour  to  the 
highest  point  attainable,  without  back  pressure  on  the  engine. 
To  have  steel  shell,  cil  extractor  and  trap ;  crane  for  removing 
head;  automatic  water  regulator  and  openings  for  water  and 
steam  as  required. 

BOILER  FEED  PUMPS. 

One  Worthington  duplex  pump,  5/^x3^2x5,  water  ends  to 
have  packed  pistons.  Piston  rods,  water  cylinder  linings  and 
water  pistons  to  be  of  gun  metal.  Valves  suitable  for  hot 
water;  complete  with  a  full  set  of  oil  cups  and  wrenches. 

BOILERS. 

To  be  two  in  number  as  follows : 

Dimensions. — Fifty-four  inches  diameter,  eighteen  feet  long ; 
thickness  of  shells,  five  sixteenths;  heads,  seven  sixteenths,  to 
have  half  smoke-box  extension,  bolted  on,  sixteen  inches  in 
length. 

Material — Park  Bros.'  Open  Hearth  Homogeneous  flange 
steel  of  60,000  pounds  tensile  strength.  All  plates  to  be  stamped 
with  name  of  maker,  quality  and  tensile  strength. 

Construction. — The  heads  are  to  be  machine  flanged,  to  have 
an  easy  radius;  and  amply  braced,  with  braces  cf  best  refined 
iron,  uniformly  distributed,  so  that  each  brace  will  carry  its  full 
share  of  strain.  Before  beginning  construction  a  plan  of  the 
bracing  proposed  must  be  submitted  to  the  engineer  for  ap- 
proval. 

Tubes. — Thirty-eight — 4  inches  in  diameter,  18  feet  long,  of 
lap  welded,  charcoal  iron ;  carefully  and  properly  expanded  and 
beaded  over." 

Dome. — Thirty  inches  diameter,  thirty  inches  high.  To  be 
of  same  material  as  shell ;  well  braced  and  double  riveted. 

Seams. — There  will  be  one  longitudinal,  double  riveted  seam, 
in  each  sheet,  well  removed  from  the  fire.  Other  riveting  single. 
The  make,  size  and  spacing  of  rivets  shall  be  in  accordance 
with  the  best  modern  engineering  practice. 

Supports. — There  will  be  two  extra  heavy  cast  iron  lugs  for 
each  side ;  each  4^  feet  from  end  of  the  boiler.  The  forward 
lugs  to  rest  directly  on  cast  iron  plates  12  inches  square,  sup- 


SPECIFICATIONS  FOR  STEAM  PLANT.  243 

ported  by  the  masonry.  The  rear  lugs  will  rest  upon  9  one- 
inch  rollers,  which  in  turn  will  rest  upon  12x12  plates. 

Stack. — Of  sheet  steel,  No.  12  gauge  in  thickness,  diameter 
32  inches,  height  50  feet.  Lower  end  Y  shaped  to  fit  stack 
plates.  Furnish  sufficient  ^  inch  galvanized  iron  guy  wire  to 
make  two  complete  sets  of  guys.  Support  stack  underneath  Y 
to  brick  work  or  floor. 

Fittings. — One  5-inch  chime  whistle;  one  soot  sucker,  com- 
plete, with  hose  and  handle ;  one  flue  scraper ;  one  steel  barrow ; 
complete  set  of  firing  tools,  consisting  of  shovel  hoe,  slice-bar 
and  poker;  2  eight-inch  steam  gauges;  2  one  and  one-quarter 
inch  combination  water  columns,  with  gauge  cocks,  and  water 
glasses;  two  4-inch  safety  valves,  with  levers  marked  to  150 
pounds  pressure ;  2-inch  check,  stop  and  blow-off  valves. 

Castings. — Two  square  top,  full  flush  fronts  of  approved 
ornamental  design,  with  tight  fitting  doors,  and  anchor  rods 
extending  the  entire  length  of  brick  work;  six  Q-foot  binding 
bars  with  cross  and  anchor  rods;  soot  door  and  frame;  stack 
plate  and  damper.  Cast  iron  skeleton  frames  suitable  for  stand- 
ard sizes  of  fire  brick,  to  be  used  in  place  of  back  phtes.  Rock- 
ing grates  will  be  furnished  and  erected  by  the  city. 

Openings. — The  man  hole  in  front  head  under  tubes,  and 
one  in  shell  back  of  dome,  both  properly  reinforced,  and  pro- 
vided with  heads,  arches  and  bolts  complete ;  two  1^4  mcn  open- 
ings for  water  column ;  one  2-inch  for  feed  and  blow  off  pipe ; 
one  4-inch  main  steam  outlet,  and  one  4-inch  for  safety  valve ; 
all  to  be  properly  reinforced  and  located  as  directed  by  the  engi- 
neer. 

Inspection  and  Insurance. — Before  shipment  the  boilers  will 
be  tested  and  made  tight  under  a  water  pressure  of  150  pounds. 
Certificate  of  inspection  and  insurance  policy  in  the  Hartford 
Steam  Boiler  Inspection  and  Insurance  Company,  for  the  sum 
of  $500,  for  one  year  must  be  furnished,  for  each  boiler. 


FOUNDATIONS  AND  BRICK  WORK. 

(See  Drawing.) 

The  dimensions  of  foundations  for  engine,  boilers,  heaters, 
pumps  and  brick  work  for  furnaces,  will  be  clearly  shown  in 
di-awings,  which  must  be  accurately  followed. 

Foundations. — All  are  to  be  of  concrete  composed  of  one 
part  best  domestic  cement,  three  parts  of  clean,  sharp  sand,  and 
five  parts  clean,  broken  stone  of  sizes  that  will  pass  through  a 
2.y2  inch  ring;  all  to  be  thoroughly  mixed,  laid  quickly,  and 
rammed  down  solid. 


24:4  ENGINEERING  SPECIFICATIONS. 

Excavations. — As  per  drawing.  Remove  promptly  all  earth 
and  other  debris.  Bottom  to  be  level,  and  rammed  if  neces- 
sary. 

Iron  Work. — All  bolts  and  plates  for  engines  and  dynamos 
must  be  put  thoroughly  and  permanently  into  position  by  the 
contractor.  Outside  of  each  bolt  place  a  piece  of  2-inch  iron 
pipe,  so  as  to  permit  some  adjustment  of  the  bolts. 

Cap  Stones. — Foundations  for  heater,  and  boiler  feed  pumps 
will  project  somewhat  above  floor  line.  Each  of  these  will  be 
surmounted  by  a  neatly  cut  cap  stone,  8  inches  thick  and  of 
proper  dimensions. 

Boiler  Furnaces. — To  be  of  well  burned  red  brick,  thoroughly 
wetted  before  laying;  all  joints  flushed  solid;  all  courses  level 
and  straight.  Every  sixth  course  both  inside  and  outside  to  be 
a  header.  Brick  to  be  laid  in  mortar  composed  of  one  part 
lime  to  five  parts  of  sharp  sand.  Build  into  side  and  rear  walls 
a  i-inch  air  space,  which  shall  be  air  tight ;  except  immediately 
under  the  supporting  lugs  of  boilers,  where  the  walls  shall  be 
carried  up  solid. 

Fire  Brick  Lining. — The  entire  inside  of  the  furnace  where 
exposed  to  flame,  will  be  lined  with  A  No.  I  hard  burned  fire 
brick,  laid  in  dry  milled  fire  clay,  with  very  thin  joints,  flushed 
full ;  headers  every  sixth  course.  Use  the  following  special  fire 
brick  "Angle  B,"  to  form  the  top  and  front  corner  of  same,  use 
the  "4*4  to  give  the  batter  on  front  of  bridge  wall :  at  top  and 
bottom,  Jamb,"  also  for  the  inner  corners  of  cleaning  out  doors 
openings.  Front  of  bridge  all  headers. 

Closing  In  Tile. — For  the  sides  of  furnace,  use  fire  brick 
tile  6xi 2x2 T/J  ;  and  for  the  rear  above  tubes  lay  ordinary  fire 
brick  special  skeleton  arch  frame. 

Iron  Work. — Place  in  position  all  cleaning  out  doors,  cast 
iron  plates  and  anchor  rods. 

PIPE  CONNECTIONS. 

To  be  as  per  drawing,  which  will  be  furnished. 

Steam. — Four  inches  from  boiler  to  6-inch  header  leading 
to  engine  room,  where  it  will  reduce  to  size  required  by  engine, 
thence  to  engine  proper  size,  through  a  Hine  separator  suitably 
drained.  Leave  Tee  having  plugged  outlets  for  additional 
engine  and  water  works  pump. 

Exhaust. — Four  inches  from  engine  to  main  line;  thence  6 
inches  through  heater  to  5  feet  above  roof.  Leave  plugged 
inlet  Tee  for  additional  engine  and  pump. 

Drains. — Both  the  steam  and  exhaust  pipes  are  to  have  suit- 
able drains  of  ample  size  wherever  there  is  any  possibility  of 
water  accumulating.  Run  these  drains  outside  of  building. 


SPECIFICATIONS  FOR  LEATHER  BELTING.  245 

Small  Piping. — Feed,  blow-off  and  steam  and  exhaust  pipes 
for  boiler  feed  pumps  to  be  as  per  details  shown  in  drawing. 

Fittings. — Of  the  best  construction,  with  threads  true  and 
clean.  Use  in  all  cases  what  is  known  as  "water"  or  "sweep" 
ells  and  fittings,  having  extra  long  radii  for  curves. 

Valves. — Of  the  Jenkin  Brothers,  or  asbestos  disk  pattern. 
Use  gate  and  angle  valves  in  preference  to  globe.  When  globe 
valves  are  used, they  must  be  so  placed  as  not  to  form  water 
pockets. 

Supports. — All  pipe  work  to  bt  well  supported  in  such  a  way 
as  to  bring  no  unusual  strain  on  the  pipe  or  fittings ;  either  from 
their  weight,  or  from  expansion  or  contraction. 

Covering. — All  live  steam  pipes,  domes  and  top  of  boilers 
to  be  covered  with  a  high  grade  non-conducting  material,  such 
as  magnesia  sectional  pipe  covering. 

In  General. — The  arrangement  of  the  pipe  work  must  be 
such  as  to  provide  for  all  differential  strains  arising  from  ex- 
pansion and  contraction.  The  work  to  be  of  the  best  and  most 
thorough  possible.  The  steam  pipe  will  be  tested  to  150  pounds. 

W.  H.  B. 

162.  Specifications  for  Leather  Driving  Belts.  The  fol- 
lowing specifications  for  large  leather  belts  were  prepr.red  for 
the  large  water  power  electric  plant  at  Austin,  Texas,  in  1894. 
It  is  thought  they  conform  to  the  latest  and  best  practice  in  the 
manufacture  of  leather  belting : 

There  are  to  be  six  main  driving  belts  and  seven  belts  to 
drive  dynamos,  of  dimensions  as  hereinafter  scheduled. 

These  belts  are  to  be  of  leather  made  from  the  best  selected, 
large  steer  hides,  of  pure  oak-bark  tannage.  The  cuts  are  to 
be  taken  from  the  centre  solid  portions  of  the  hides,  and  are 
not  to  include  shoulders,  flank  or  soft  parts  of  the  hides.  Each 
piece  is  to  be  of  fine,  close  fibres  and  all  pieces  are  to  be  scarfed 
to  a  uniform  thickness.  No  piece  taken  from  one  hide  is  to 
exceed  a  net  length  of  fifty  inches. 

The  individual  pieces  of  the  leather  are  to  be  thoroughly 
stretched  after  currying  and  again  m?  chine  tested  and  the  ut- 
most stretch,  within  elastic  limits,  given  to  the  belts  when  they 
have  been  made  up  complete. 

The  transverse  lap  joints  are  not  to  exceed  four  inches  in 
longitudinal  length,  are  to  be  scarfed  in  the  best  manner,  thor- 
oughly cemented  and  are  to  be  made  fast  and  durable  without 
the  use  of  pegs  or  rivets.  All  belt  edges  arc  to  be  properly 
rounded. 

All  belts  are  to  be  thoroughly  water-proofed. 


246  ENGINEERING  SPECIFICATIONS. 

The  complete  belts  are  to  be  soft,  pliable  and  finished  with 
smooth  polished  surfaces. 

The  belts  of  thirty-eight  inch  width  are  to  be  of  double  thick- 
ness. The  outer  face  pieces  are  each  to  be  in  a  single  width, 
with  centre  conforming  to  the  back-bone  centre  of  the  hide. 
The  inner,  or  running  face  pieces  of  the  thirty-eight  inch  belts 
are  to  be  nineteen  inches  in  net  width  and  to  have  one  and  one- 
half  inch  scarfed  and  lapped  longitudinal  joints.  One  edge  of 
each  half-width  will  be  cut  along  the  back-bone  centre  of  the 
hide  and  in  the  makeup  of  the  belt,  these  inside  half  widths  are 
to  be  placed  with  the  back-bone  edges  at  the  outer  edges  of  the 
belt.  These  seam  sides  of  the  thirty-eight  inch  belts  are  to  be 
run  next  the  pulleys. 

All  the  remaining  belts  are  to  be  of  double  thickness  in  single 
width  pieces,  with  centres  of  each  piece  conforming  to  the  back- 
bone centres  of  the  hide.  The  belts  are  to  be  finished  with  uni- 
form thicknesses  respectively  not  less  than  as  follows  for  each 
stated  width : 

28 

38  inches  width  of  not  less  than  —r  inches  thickness. 

64 

94 
25      tt          (t          it  a          .  it  ti 

64 
26 

91         tt  «  «  «  ii  <i 

64 

9  I 
14        tt  tt  tt  «  _  ii  (i 

64 

04 
13      tt          tt          «  (i          "^        u  {< 

64 

99 
U          tt  it  tt  it  .•*--  c.  n 

64 

The  speeds  of  the  belts  will  be  at  rates  of  about  5,000  lineal 
feet  per  minute. 

All  these  belts  are  to  be  transported  to  the  power  house  now 
being  constructed  by  the  board  of  public  works  of  Austin, 
Texas,  in  Austin,  and  are  to  be  placed  upon  the  pulleys  in  the 
power  house  and  spliced  and  cemented  in  place. 

The  hides  and  manufacture,  finish  and  fitting  of  the  belts  are 
to  be  first-class  in  every  respect  and  the  belts  are  to  be  guaran- 
teed to  run  smoothly  and  straight  upon  the  pulleys  and  to  work 
successfully  for  the  space  of  one  year  from  the  time  of  the  start- 
ing up  of  the  power  house  for  regular  work. 

If  any  defect  tending  to  impair  the  usefulness  or  life  of  any 
belt  supplied  under  this  specification,  shall  develop  within  one 


SPECIFICATIONS  FOR  WATER-POWER  PUMPS. 


247 


year  that  belt  shall  at  once  be  made  good  by  the  manufacturer 
or  replaced  by  a  belt  conforming  with  this  specification. 

Proposals  for  these  belts,  as  fitted  in  place  ready  for  the  start- 
ing of  the  machines,  are  to  be  delivered  to  the  Hon.  John  Mc- 
Donald, mayor  and  president  of  the  board  of  public  works, 
Austin,  Texas,  on  or  before  the  8th  day  of  December,  1894,  and 
all  belts  are  to  be  delivered  and  fitted  in  place  ready  for  use 
within  fix  weeks  of  the  date  of  the  order  for  their  manufact- 
ure and  delivery. 

The  board  of  public  works  reserves  the  right  to  reject  any 
and  all  proposals  as  may  be  for  the  best  interest  of  the  city  of 
Austin. 

Blue-prints  showing  relative  positions  of  the  pulleys  and  in- 
clinations of  the  belts  are  submitted  herewith. 


SCHEDULE  OF  BELTS. 


H  P. 

Width  of 
Belt. 

g  Thickness  in 
§  64ths  of  an  inch 

_  Diameter  of 
P  Driving  Pulley. 

M  Diameter  of 
P  Driven  Pulley. 

*j  Distance  be- 
J5  tween  Centres 
of  Shafts. 

Il| 

its 
££•£ 

Feet. 

Main  Driving  Belt  

520 

38 

28 

54 

54 

43  108 

100  333 

520 

38 

28 

54 

54 

42  763 

99  663 

„                        44 

201 

25 

24 

54 

26 

44  970 

100  412 

it                        ll 

201 

25 

24 

54 

26 

4H  075 

106  622 

«                        it 

201 

25 

24 

54 

26 

45  379 

101  230 

X                      <l 

201 

25 

24 

54 

26 

48  687 

107  846 

Dvnamo  Pelt     

241 

24 

26 

50 

32 

17  851 

47  35° 

134 

14 

24 

50 

•28  * 

18  625 

47  222 

« 

134 

14 

24 

50 

26  5 

17  688 

45  348 

i 

100 

13 

24 

55 

18 

15  293 

39  708 

4 

100 

13 

24 

55 

18 

15  293 

39  708 

I 

FO 

H 

21 

46 

18 

15  211 

38  £00 

I 

80 

\  \ 

22 

46 

18 

19  912 

48  102 

J.  T.  F. 

163.  Specifications  for  Pumps  to  be  Operated  by  Water 
Power.  The  following  specification  was  prepared  for  the 
city  of  Austin,  Texas,  in  1892,  for  the  construction  of  two 
pumps  for  a  city  water  supply  to  be  driven  by  water  power  ma- 
chinery : 

PUMPS. — There  are  to  be  two  pairs  of  horizontal,  double- 
acting,  plunger  pumps,  having  two  pump  cylinders  to  each  pair. 
Each  pair  of  pumps  is  to  have  capacity  to  deliver  four  million 
gallons  of  water  per  24  hours. 


24:8  ENGINEERING  SPECIFICATIONa 

The  dimensions  of  plunger  will  be  approximately  as  follows : 
1 1/2  foot  diameter,  21/4  foot  stroke,  with  25  revolutions  per  min- 
ute; the  plunger  speed  riot  to  exceed  a  mean  rate  of  137^  feet 
per  minute  when  pumping  water  at  the  rate  of  four  million 
gallons  per  twenty-four  hours. 

These  pumps  are  to  be  adapted  for  pumping  to  a  reservoir 
and  also  for  pumping  directly  into  the  city  distribution  pipes 
with  direct  pressure,  the  pump  house  being  located  between  the 
reservoir  and  the  city.  The  static  head  of  the  reservoir  is  245 
feet  and  the  dynamic  head  Approximately  265  feet  and  the  force 
main  to  the  reservoir  is  7,600  feet  in  length,  of  24  inch  pipe. 

These  pumps  are  to  receive  motion  from  vertical  turbine 
shafts  having  beveled  gears  which  drive  a  jack  shaft.  On  the 
jack  shaft  is  to  te  a  spur  pinion,  which  will  drive  a  spur  mortise 
gear  on  the  main  pump  shaft.  On  each  end  of  the  main  shafts 
are  to  be  balanced  crank  disks,  which  will  drive  the  pumps. 

The  receiving  and  delivery  chambers  are  to  be  ample  in  di- 
mensions, and  are  to  have  nests  of  valves  of  the  best  bronze 
composition  of  approximately  3  inches  diameter,  and  sufficient 
in  number  so  that  the  valves  shall  not  lift  more  than  ^  inches 
each  when  the  rate  of  delivery  of  the  pumps  is  at  four  million 
gallons  per  day.  The  pump  chambers  will  be  well  provided 
with  hand-holes  that  will  give  easy  access  to  each  of  the  valves. 

The  water  supply  for  each  pair  of  pumps  is  to  be  taken  from 
a  3O-inch  branch  in  the  horizontal  penstock  in  the  basement  be- 
neath the  pump  room  floor.  The  necessary  admission  and  dis- 
charge pipes,  of  ample  size  and  easy  curves,  and  a  tall  air  vessel 
for  each  pair  of  pumps  are  to  be  provided.  The  force  mains 
will  be  connected  with  the  force  mains  leading  to  the  reservoir, 
on  the  outside  of  the  pump  house  wall,  and  not  exceeding  10 
feet  distance  frcm  the  face  of  the  wall. 

The  pump  cylinders  will  be  connected  with  the  main  and 
jack  shaft  pillow  blocks  by  continuous,  heavy  cast-iron  girders, 
adapted  to  carry  the  bearings  and  the  strains  of  the  connecting 
rods  without  tremble  or  elasticity. 

The  main  and  jack  shafts  are  to  be  of  the  best  wrought  iron 
forging  turned  to  the  diameters  indicated  upon  the  drawings, 
and  bossed  up  to  receive  the  gears.  The  large  gears,  of  both 
the  spur  and  bevel  pairs,  will  be  mortise  gears  with  their  mor- 
tises planed,  and  having  thoroughly  seasoned,  machine  cut, 
smooth  maple  cogs,  fitted  and  keyed  in  the  most  rigid  manner. 
The  cogs  ?,re  to  be  thoroughly  boiled  in  oil. 

Each  spur  pinion  is  to  be  machine  moulded,  with  teeth  planed 
on  both  sides  to  match  and  run  with  mortise  gears.  Both  gears 
and  pinions  are  to  be  bored  to  fit  their  respective  shafts  and  to 
be  keyed  in  place.  The  pinions  are  to  be  feather  keyed  on  the 


SPECIFICATIONS  FOR  A  WELL  AND  CURB.  249 

jack  shaft  and  fitted  with  approved  screw  motion  to  move  them 
out  or  into  gear  and  to  hold  them  where  placed. 

The  jack  shafts  are  to  be  not  less  than  6l/2  inches,  and  the 
main  shafts  not  less  than  nine  inches  diameter  in  the  bearings. 

The  two  jack  shafts  are  to  have  their  axes  precisely  in  line 
and  are  to  have  a  connecting  shaft  fitted  with  couplings,  bear- 
ings and  distance  plates  as  directed. 

All  bearings  are  to  be  babbeted  and  bored  out,  of  ample 
length  to  insure  moderate  wear  and  easy  lubrication,  and  are  to 
be  fitted  with  oil  cups 

The  cranks  will  be  in  balanced  disk  forms  and  fitted  with 
mild  steel  pins.  The  connecting '  rods  will  be  of  tlie  best 
wrought  iron,  and  fitted  with  brasses,  steel  straps  and  adjusting 
keys  and  babbeted  friction  bearings.  The  cross  heads  will  be 
of  forged  iron  approved  model  with  steel  wrist  pins.  The 
guides  will  be  rigidly  bolted  to  the  girders  and  adjustable  to 
wear.  The  plunger  rod  and  plunger  stuffing  box  glands,  the 
valves  and  all  interior  bolts  and  nuts  will  be  of  the  best  solid 
standard. bronze  metal.  The  plunger  stuffing  box  will  be  packed 
with  tbe  best  quality  of  "Seldon"  or  other  approved  packing. 
The  crank  disks,  connecting  rods,  straps  and  cross-heads  are 
to -have  polished  surfaces. 

All  bearings  and  wrist  pin  brasses  are  to  be  fitted  with  the 
best  oil  cups  and  with  proper  drip  pockets,  and  drip  pipes  are 
to  be  provided  where  required. 

There  is  to  be  furnished  and  connected  with  each  pair  of 
pumps  one  8-inch  water  pressure  gauge,  indicating  the  column 
of  water  in  both  feet  head  and  pounds  pressure.  There  will  be 
a  good  approved  revolution  counter  fitted  to  each  pair  of  pumps 
as  directed  by  the  engineer.  There  will  be  a  long  Scotch  tube 
water  glass  with  proper  cocks  on  each  air  vessel . 

The  general  plan  of  the  power  house  shows  the  position  of 
these  pumps,  the  method  of  connecting  their  power,  and  the 
positions  of  their  suction  and  delivery  pipes. 

Full  detail  drawings  of  the  pumps  and  their  appendages  are 
to  be  delivered  to  the  consulting  engineer  and  are  to  be  subject, 
in  all  respects,  to  his  approval.  J.  T.  F. 

164.  Specification  for  a  Pump  Well.  The  following  speci- 
fication describes  a  good  method  of  sinking  a  well  from  20  to 
50  feet  in  diameter  and  to  a  depth  not  usually  exceeding  50  to 
60  feet.  Such  wells  are  usually  sunk  through  water-bearing 
strata,  where  an  open  cut  would  have  to  be  supported  by  some 
kind  of  curbing  and  this  curbing  may  as  well  be  the  masonry 


250  ENGINEERING  SPECIFICATIONS. 

well  curb  itself.  In  this  case  it  is  necessary  to  rest  this  masonry 
upon  a  shoe  which  may  be  made  either  of  wood  or  iron.  In 
the  former  case  an  iron  cutting  edge  should  be  provided.  It  is 
also  best  to  reduce  the  external  diameter  of  the  masonry  curb  a 
short  distance  above  the  shoe  in  order  to  prevent  the  whole 
mass  from  sticking  in  the  process  of  sinking  by  its  becoming 
tightly  bound  by  the  surrounding  earth.  It  is  necessary  to 
anchor  the  lower  portion  of  the  masonry  curb  to  the  shoe  by 
means  of  iron  bolts,  as  indicated  in  these  specifications. 

Pump  Well. — The  pump  well  shall  be  constructed  within 
lines  to  be  given  by  the  engineer,  and  will  consist  of  a  brick 
curb,  laid  in  cement  mortar,  on  an  oak  shoe  provided  with  an 
angle  iron  ring  bolted  to  the  under  side  of  shoe  flush  with  its 
outer  periphery. 

Shoe. — The  shoe  shall  be  in  three  rings  of  unseasoned  oak, 
three  inches  thick,  made  up  in  segments,  the  segments  to  be  a 
true  arc  upon  the  outer  periphery  and  bolted  together  with 
seven-eighths  (i/%)  inch  bolts  and  wrought  iron  washers  to 
break  joint  as  shown  in  drawing  marked  "Section  and  Details 
Pump  Well,"  on  file  in  the  office  of  the  \vater  works  commit- 
tee. The  width  of  the  shoe  shall  be  twenty-two  (22)  inches, 
and  when  bolted  up  shall  measure  nine  (9)  inches  in  depth  or 
thickness.  The  ring  shall  be  of  4x4  inch  angle  iron  five-eighths 
(^6)  inch  thick  weighing  16.2  pounds  per  foot,  twenty-one 
(21)  feet  external  diameter,  with  two  fishplates  eighteen  (18) 
inches  long  at  each  joint,  riveted  on  hot,  with  four  (4)  three- 
quarter  (24)  rivets  staggered,  each  side  of  joint;  the  he?.ds  of 
rivets  to  be  countersunk  and  finished  flush  on  outside  of  angle 
iron  ring  and  shall  be  attached  to  the  oak  shoe  with  sixty  (60) 
seven-eighths  (%)  bolts,  placed  about  one  (i)  foot  and  one 
(i)  inch,  center  to  center,  on  a  circle  twenty  (20)  feet,  seven 
and  one-half  (7^2)  inches  diameter.  These  bolts  shall  have 
forged  square  heads  and  nuts  and  wrought  iron  washers.  The 
oak  shoe  shall  have  a  diameter  of  twenty-one  (21)  feet. 

Curb. — The  curb  shall  be  of  select  hard  burned  front  or  pav- 
ing brick,  straight,  sound  and  solid,  when  broken.  No  over 
burned  or  salmon  brick  will  be  accepted,  and  the  brick  shall  be 
laid  on  the  oak  shoe  in  courses ;  in  full  becb  of  cement  mortar, 
consisting  of  one  part  Louisville  [fresh  burned]  cement  to  2 
parts  of  clean  sharp  sand  which  shall  be  mixed  only  as  fast  as 
used  by  the  masons.  No  cement  mortar  which  has  had  an  over 
dose  of  water  or  sand,  or  which  has  begun  to  set  in  the  mortar 
box  shall  be  used,  but  all  such  must  be  thrown  aside.  The 
bricks  shall  be  free  from  dust  and  wet  with  a  sprinklinghose 


SPECIFICATIONS  FOR  A  WELL  AND  CURB.  251 

or  can,  or  be  dipped  by.  the  mason  in  clean  water  before  being 
placed  in  the  curb  and  all  joints  shall  be  slushed  with  mortar 
pressed  in  with  the  trowel,  as  rapidly  as  the  courses  of  brick 
work  are  laid  up.  No  GROUTING  WILL  BE  ALLOWED.1 

The  outer  and  inner  faces  of  the  curb  shall  be  laid  in  true 
circles  of  the  dimensions  shown  by  the  drawing  above  men- 
tioned, and  shall  have  at  the  bottom  (or  on  the  shoe)  an  ex- 
ternal diameter  of  twenty  (20)  feet  ten  (10)  inches,  and  an 
internal  diameter  of  seventeen  (17)  feet  four  (4)  inches,  these 
dimensions  for  a  height  of  two  (2)  feet  six  (6)  inches,  when 
the  internal  diameter  shall  be  contracted  by  a  gradual  racking 
inward  of  the  courses  to  a  height  of  four  (4)  feet  above  the 
shoe,  where  the  internal  diameter  shall  be  sixteen  (16)  feet 
eight  (8)  inches. 

From  a  depth  or  height  of  four  (4)  feet  above  the  shoe  to 
the  top  of  well  the  internal  diameter  shall  be  eighteen  (18) 
feet,  and  the  external  diameter  shall  be  twenty  (20)  feet  ten 
(10)  inches  from  the  shoe  to  the  top  of  well,  the  thickness  of 
wall  at  the  bottom  or  on  the  shoe,  and  for  two  and  one-half 
(2^2)  feet  above,  shall  be  twenty-one  (21)  inches,  four  (4) 
feet  above  the  shoe  the  thickness  shall  be  twenty-five  (25) 
inches,  and  for  the  remainder  of  height  or  depth,  the  thick- 
ness shall  je  seventeen  (17)  inches. 

The  bricks  shall  be  laid  stretchers  and  headers  or  with  hoop 
iron  bond,  as  may  be  directed  by  the  engineer.  The  contractor 
to  state  in  his  proposal  the  difference  in  price  (if  any),  should 
all  bricks  be  laid  as  stretchers  and  the  curb  bonded  from  inside 
to  outside  with  hoop  iron. 

Should  hoop  iron  bond  be  used  this  will  be  of  charcoal  iron, 
No.  16,  B.  G.,  one  and  one-half  (i^)  inches  wide  cut  four 
(4)  inches  longer  than  thickness  of  wall,  with  each  end  turned 
at  right  angles  for  a  length  of  two  (2)  inches,  and  shall  be 
placed  eighteen  (18)  inches  apart  around  the  wall,  and  shall 
occur  at  every  fifth  horizontal  joint. 

The  curb  of  the  well  shall  be  truly  cylindrical  for  all  depths, 
and  shall  be  carried  down  plumb.  The  outer  surface  of  the 
brick  work  must  be  true  to  the  arcs  and  smooth,  to  prevent 
sticking  as  the  material  is  undermined  from  the  shoe,  and  the 
inside  joints  shall  be  neatly  struck  as  the  courses  of  brick  are 
laid. 

Anchor  Bolts.  —  The  lower  or  first  eight  (8)  feet  of  the  curb 
shall  be  attached  to  the  shoe  by  ten  (10)  anchor  bolts,  eight  (8) 
feet  long,  of  seven-eighths  (^)  inch  round  iron,  with  square 
nuts  and  wrought  iron  washers  at  the  bottom  and  square  nuts 
and  plate  iron  washers  of  one-quarter  (y±)  inch  boiler  iron 


1  The  author  would  prefer  the  grouting  to  the  slushing  with  mortar,  as  better  calcu- 
lated to  obtain  perfectly  solid  joints. 


252  ENGINEERING  SPECIFICATIONS. 

eight  (8)  inches  square  at  the  top,  the  bolts  shall  be  placed 
about  six  (6)  feet  apart,  and  built  in  as  shown  by  the  drawing 
herein  mentioned,  and  after  the  course  of  brick  next  under  the 
washers  (at  top)  has  been  laid,  the  nuts  shall  be  all  screwed 
down  on  the  washers,  and  the  excess  of  thread  on  the  bolts 
carefully  cut  off  with  a  hack  saw,  to  avoid  disturbance  of  the 
brick  work  just  set. 

Coping. — The  well  shall  be  finished  with  a  coping  of  sand- 
stone ten  (10)  inches  thick,  twenty-one  (21)  inches  wide,  with 
an  internal  diameter  of  seventeen  (17)  feet  eight  (8)  inches, 
to  project  two  (2)  inches  inside  and  outside  brLk  work  at  top 
of  curb.  The  inner  and  outer  edges  of  coping  on  top  shall  have 
a  chiseled  wash  one  and  one-half  (i^)  inches  "in"  on  the  bed 
and  one  (i)  inch  "down"  on  the  face.  The  coping  shall  be 
made  up  in  ten  (10)  segments  of  uniform  length  of  arc,  and 
shall  be  dressed  to  lay  with  less  than  one-quarter  (*4)  inch 
joint.  The  joints  shall  be  filled  with  mortar  worked  in  with  the 
trowel  and  the  several  segments  shall  be  cramped  together  with 
iron  cramps  of  best  ^X2}4  f.  b.  iron  with  legs  2^4  inches 
long,  and  width  of  cramps  between  legs  fifteen  (15)  inches. 
These  cramps  shall  be  "let"  into  the  beds  of  stones  at  the  mid- 
width,  flush  with  the  surface  of  coping,  and  the  leg  pockets 
shall  be  cut  slightly  dovetail  with  a  flare  downwards,  and  after 
the  cramps  are  set  shall  be  run  with  hot  lead  caulked  in  place. 
The  lower  bed  shall  be  chisel  dressed  to  make  a  joint  on  a  full 
bed  of  mortar  with  the  last  course  of  brick,  and  the  faces  and 
upper  beds  shall  be  finely  chiseled  to  a  smooth  even  surface. 

Excavation. — The  well  will  be  constructed  by  the  undermin- 
ing method,  a  circular  hole,  twenty-one  (21)  feet  diameter  will 
be  sunk  in  the  clay  eight  (8)  or  ten  (10)  or  more  feet,  depend- 
ing upon  the  capacity  of  the  material  to  stand  vertical,  and  at 
the  option  of  the  contractor  and  upon  approval  of  the  engineer. 
The  shoe  will  then  be  placed  in  the  hole  and  carefully  leveled, 
the  anchor  bolts  being  in  place,  the  brick  curb  will  be  laid  as 
herein  provided  until  the  brick  work  reaches  a  height  of  three 
(3)  feet  above  the  level  of  ground,  when  further  excavation 
will  be  had  by  removing  the  material  within  the  curb  and 
under  the  shoe  and  allowing  the  shoe  to  settle  from  the  super- 
imposed weight  of  the  curb.  The  excavation  under  the  slice 
to  be  carried  down  uniformly  all  around  to  maintain  a  true 
level  of  the  last  course  of  brick  on  the  curb.  The  level  shall 
be  taken  for  each  course  of  brick  laid,  and  when  found  "out" 
the  curb  shall  be  truly  leveled  by  additional  excavation  under 
the  higher  side.  J.  W.  H. 

165.  Specification  fcr  Turbire  Water  Wheels.  The  fol- 
lowing specification  for  both  horizontal  and  vertical  turbine 


SPECIFICATIONS  FOR  TURBINE  WATER  WHEELa     253 

water  wheels  was  used  in  the  construction  of  the  large  water 
power  system  of  Austin,  Texas,  of  1892 : 

Horizontal  Turbines. — There  are  to  be  four  pairs  of  hori- 
zontal turbines  of  506  horse  power  each,  under  54  feet  head. 
Each  pair  of  these  turbines  will  discharge  into  one  common 
draft  tube.  On  the  shaft  of  each  pair  of  turbines  there  will  be 
two  pulleys,  each  to  be  adapted  to  transmit  the  full  power  of 
the  pair  of  turbines,  and  on  the  same  shaft  there  will  be  a  heavy 
balance  wheel.  The  pulleys  are  to  be  for  belt  or  rope  driving 
as  directed.  The  turbine  shafts  are  to  have  ample  bearing  sur- 
faces, and  each  exterior  bearing  is  to  be  fitted  with  oil  cups  and 
proper  drip  pockets. 

Each  turbine  case  is  to  have  a  man-hole  of  10x15  inches  clear 
opening.  Each  of  the  turbine  quarter-turns  is  to  be  of  cast- 
iron  and  is  to  be  fitted  with  a  good  stuffing  box  and  is  to  be 
flanged,  fitted  and  bolted  to  its  5^  feet  diameter  stop  valve. 
The  draft  tube  is  to  be  flared  at  its  mouth.  A  cast-iron  plate 
is  to  be  fitted  on  the  floor  of  each  tail  race  under  each  draft 
tube,  which  plate  is  to  be  6^2  feet  diameter  and  raised  conically 
in  the  center  to  a  point.  The  floor  plates  are  each  to  be  secured 
with  twelve  ^  inch  lag  bolts. 

The  turbine  cases,  quarter-turns  and  feeder  pipes  are  to  have 
proper  lugs  upon  them  to  rest  upon  the  iron  beams  and  ma- 
sonry, which  are  to  be  their  supports. 

A  strong  and  rigid  frame  of  iron  beams  is  to  be  furnished 
with  each  pair  of  turbines.  Each  frame  is  to  be  supplied  with 
proper  strong  hold-down  bolts  and  anchor  plates.  All  anchor 
rods,  plates,  lugs  and  braces  are  to  be  supplied  that  may  be 
necessary  to  secure  the  turbine  cases,  frames,  draft  tubes  and 
feeder  pipes  securely  in  place,  so  they  will  be  free  from  move- 
ments or  vibracion. 

Vertical  Turbines. — There  ire  to  be  also  two  turbines  with 
vertical  shafts,  each  of  185  horse  power  under  54  feet  head. 
These  vertical  turbines  will  have  draft  tubes  similar  to  those 
above  described  for  the  horizontal  turbines.  The  draft  tubes 
are  to  be  quarter-inch  plate  iron  with  seams  riveted  so  as  to  be 
air  tight  and  with  seams  caulked  in  a  workmanlike  manner. 
The  shaft  of  each  vertical  turbine  is  to  extend  up  to  a  level 
proper  to  receive  the  beveled  pinion  at  the  pump  room  floor. 
A  pair  of  bevel  wheels  is  to  be  furnished  with  each  of  the  ver- 
tical turbines  of  ratios  as  directed,  approximately  2  and  75-100 
to  i.  The  larger  bevel  will  be  a  mortise  gear  wheel  with  planed 
mortises  and  fitted  with  the  best  maple  cogs  which  have  been 
thoroughly  seasoned  and  boiled  in  oil  and  substantially  keyed 
in  place.  The  small  bevel  gear  will  be  machine  molded  and 
have  planed  teeth. 


254:  ENGINEERING  SPECIFICATIONS. 

The  vertical  feeder  pipe  with  each  vertical  turbine  and  its 
quarter-turn  will  be  supplied  with  each  wheel  case.  Within 
this  vertical  feeder  pipe  are  to  be  a  sufficient  number  of  bear- 
ings to  keep  the  shaft  truly  in  line.  These  feeder  pipes  are  to 
be  made  of  quarter-inch  plate  iron  of  good  ductile  stock,  of  not 
less  than  40,000  pounds  tensile  resistance  per  square  inch,  and 
are  to  be  well  riveted  with  hot  rivets  and  are  to  be  caulked  water 
tight  in  a  workmanlike  manner. 

The  quarter-turns  will  be  flanged  and  fitted  with  bolts  to 
connect  them  to  the  vertical  and  horizontal  feeder  penstock 
pipes  or  valves.  Each  vertical  turbine  is  to  have  ample  capacity 
when  working  under  54  feet  head  to  start  its  pair  of  pumps 
when  pumping  at  a  rate  of  four  million  gallons  in  24  hours 
against  a  pressure  of  265  feet  of  water  and  to  bring  the  speed 
of  the  pumps  quickly  and  easily  up  to  a  rate  of  25  revolutions 
per  minute. 

The  turbines  will  have  bronze  buckets,  approved  gates  and 
gate  gears,  and  composition  stuffing  box  glands.  Approved 
cast-iron,  bright  standard  and  hand  wheels  will  be  set  on  the 
main  floors  of  the  house,  where  directed,  and  connected  with 
the  gate  gears.  Approved,  sensitive  regulators  will  be  con- 
nected with  the  horizontal  turbines.  Substantial  pedestals  will 
be  provided  for  the  bearings  of  the  horizontal  shafts. 

The  turbines  are  each  to  be  guaranteed  to  give  a  duty  of  not 
less  than  80  per  cent,  by  dynamonetrical  test,  in  a  testing  flume, 
or  by  similar  test  when  driving  their  pumps  at  a  rate  to  deliver 
four  million  gallons  of  water  per  24  hours  into  the  reservoir.1 

The  turbine  cases,  turbine  and  draft  tubes,  also  the  vertical 
feeder  pipes  of  the  vertical  wheels  and  all  the  quarter-turns, 
are  to  be  set  in  place  in  the  power  house  being  constructed  in 
Austin,  Texas,  by  the  board  of  public  works  of  the  city,  and 
their  materials  and  workmanship,  and  their  trimmings  and  an- 
chorages are  to  be  of  the  best  of  their  respective  classes,  to  the 
full  approval  of  the  engineer,  and  are  to  be  guaranteed  and 
maintained  in  perfect  condition  for  the  term  of  one  year  after 
their  test  and  acceptance. 

A  general  plan  accompanying  this  specification  shows  the 
wheel  pits,  penstocks,  feeder  pipes  and  draft  tubes,  the  floors 
of  the  power  house  and  method  of  using  the  power.  Full  de- 
tail drawings  of  the  turbines  and  their  appendages  are  to  be 
delivered  to  the  consulting  engineer  and  are  to  be  subject  to 
his  approval  in  all  respects.  J.  T.  F. 

166.  Specification  for  the  Installation  of  an  Electric  Light- 
ing Station  in  a  Small  City.  The  following  specification  for 

1  The  author  recommends  that  a  bonus  and  forfeiture  condition  should  accompany 
such  a  duty  clause  as  this. 


SPECIFICATIONS  FOR  ELECTRIC  LIGHTING  PLANT.     255 

an  electric  lighting  station  was  prepared  in  the  year  1894,  for 
a  small  city  which  required  an  economical  installation.  They 
are  given  here,  not  for  the  purpose  of  being  copied,  but  as  an 
illustration  of  what  was  considered  good  practice  at  the  time 
they  were  drawn.  The  gentleman  who  prepared  these  specifi- 
cations has  had  a  large  experience  in  electric  light  installation, 
having  been  at  one  time  manager  of  an  electric  works,  while 
at  the  same  time  being  a  mechanical  engineer  of  thorough  train- 
ing and  wide  experience.  The  work  was  to  be  erected  under 
his  own  supervision  and  inspection,  so  that  it  was  only  neces- 
sary to  make  such  a  specification  as  would  warrant  him  in  de- 
manding first-class  materials  and  workmanship  in  the  execu- 
tion: 

STATION   PLANT. 

Dynamo. — The  dynamo  shall  be  of  constant  potential  alter- 
nating incandescent  type,  and  to  Lave  a  nominal  or  rated  ca- 
pacity of  thirty  to  thirty-five  kilo-watts,  at  one  thousand  to  one 
thousand  and  one  hundred  volt  at  station.  State  number  of 
alternations  per  minute.  Exciter  to  be  belt  driven  from  alter- 
nator shaft.  By  "nominal"  or  "rated"  capacity  is  meant  that 
load  at  which  the  dynamo  will  run  continuously,  without  un- 
due heating.  Proposals  will  state  the  capacity,  and  the  amount 
of  overload  the  machine  will  safely  stand  for  three  hours'  run 
in  hot  weather.  Bids  are  alco  desired  on  direct  connected  gen- 
erators, with  high  speed  engine  of  approved  design.  Bids  must 
give  full  details,  and  be  accompanied  by  drawings. 

Attachments. — Machine  to  have  insulated  base  frame,  belt 
tightener,  self-oiling  bearings,  automatic  regulator,  and  all  nec- 
essary station  and  switch-board  apparatus,  including  lightning 
arresters.  Submit  a  list  of  station  equipment  intended  to  be 
furnished. 

Regulators. — Must  automatically  control  the  current  over 
the  entire  range  of  the  capacity  of  the  machine,  without  undue 
heating,  or  sparking ;  so  that  the  power  required  is  at  all  times 
proportionate  to  the  number  of  lamps  burning.  It  must  pro- 
vide a  steady  and  uniform  light,  with  variations  in  the  engine 
speed  not  exceeding  three  per  cent.  The  regulators  must  pro- 
tect the  dynamos  in  case  of  short  circuiting  on  the  line. 

Erection. — Contractors  will  deliver  machine,  and  all  station 
apparatus,  and  erect  same  in  position,  including  substantial 
foundations  of  concrete.  They  will  run  wires  in  station  be- 
tween outlet  where  external,  construction  begins,  and  switch- 


266  ENGINEERING  SPECIFICATIONS. 

board,  machines,  arresters,  exciter,  grounds,  etc.  Wire  to 
Okonite.  Furnish  and  place  switch-board,  and  erect  all  appa- 
ratus thereon.  Furnish  expert  to  erect,  adjust  and  run  appa- 
ratus ten  days,  instructing  the  city's  attendants  in  its  care  and 
operation.  Contractor  must  keep  informed  as  to  the  progress 
of  the  work,  and  arrange  the  time  of  his  experts  accordingly, 
and  there  will  be  no  allowance  for  extra  time  or  traveling  ex- 
penses, not  specially  ordered.  State  charge  per  day  for  the  time 
of  expert  longer  than  ten  days. 

Acceptance. — Before  leaving,  the  expert  must  satisfactorily 
make  the  capacity  test,  and  such  other  tests  as  the  city  may 
require  to  satisfy  itself  that  the  provisions  of  the  contract  have 
been  fully  carried  out.  At  the  end  of  the  ten  days'  run,  the  ap- 
paratus will  be  accepted,  providing  the  requirements  of  the  con- 
tract have  been  fully  met. 

Switch  Board. — Furnish  and  erect  a  switch -board,  complete, 
of  good,  hard,  well  seasoned  wood,  providing  for  one  dynamo 
and  two  mains  for  commercial,  and  for  street  lights  as  herein- 
after provided.  Arrange  for  easy  access  to  rear  of  board.  Sub- 
mit list  of  apparatus  to  be  placed  on  switchboard. 

Lightning  Arresters. — Include  six  double  pole  lightning  ar- 
resters of  approved  form  for  use  on  the  circuits  throughout  the 
city. 

MISCELLANEOUS  APPARATUS  AND  SUPPLIES. 

Converters. — From  one  thousand  to  one  hundred  volts. 
Number  and  capacity  to  be  as  per  the  accompanying  list.  Each 
must  be  provided  with  fuse  box  and  eye  bolts,  or  wrought  iron 
straps ;  with  hooks  on  upper  ends  to  hang  directly  from  cross 
arm  or  cleats.  The  regulation  must  be  within  two  and  one- 
half  per  cent,  for  the  smallest  size,  and  two  per  cent,  for  the 
largest,  besides  which,  the  leakage  losses  must  not  exceed  five 
per  cent,  on  the  small,  and  one  per  cent,  on  the  large,  and  the 
regulation  and  leakage  must  be  uniform  for  all  converters  of 
the  same  size.  Each  converter  must  be  ample  to  carry,  in  emer- 
gencies for  three  hours  continuously,  without  dangerous  over- 
heating, twice  its  rated  capacity,  but,  of  course,  with  reduced 
efficiency. 

Shunt  Coils. — Fifty  in  number;  one  to  be  used  with  each 
street  lamp,  of  which  there  are  five  groups,  of  ten  each.  The 
shunt  coils  to  take  care  of  the  current  in  the  event  of  a  lamp 
burning  out.  Furnish  two  extra  coils  for  reserve. 

Meters. — Will  read  ampere  or  watts  hours,  and  must  be  care- 
fully adjusted  and  tested  before  shipment.  See  list  appended. 
Furnish  one  extra  meter  of  each  of  the  three  smallest  sizes. 

Lamps. — To  be  of  approved  make,  and  furnished  with  such 
base  as  may  be  selected  later.  Efficiency  fifty-five  watts  per 


SPECIFICATIONS  FOR  ELECTRIC  LIGHTING  PLANT.     257 

sixteen  candle  power  lamp.  Furnish,  now,  1,000  sixteen  candle 
power,  and  100  thirty-two  candle  power.  All  for  one  hundred 
volt  current. 

Sockets. — One  thousand  of  first-class  construction,  with  por- 
celain base  to  fit  such  lamp  as  may  be  selected  later. 

Delivery  and  Erection. — The  converters,  meters,  lamps  and 
sockets  shown  on  accompanying  lists  and  maps,  are  to  be 
erected  in  position.  The  rest  of  the  quantities  above  named 
are  to  be  delivered  to  the  city  for  future  use. 

Future  Orders. — The  quantities  hereinbefore  mentioned  are 
to  be  included  in  original  proposal  price,  but  a  price  must  also 
be  named  at  which  additional  orders  may  be  placed  within  one 
year  from  signing  contract. 

EXTERNAL   CONSTRUCTION. 

Pole  Line. — Furnish  and  erect  in  position  all  poles  and  cross- 
arms  for  the  complete  distribution  system  shown  on  blue  print. 
All  poles  to  be  live  peeled  white  cedar,  30  feet  long,  6  inches 
diameter  at  top,  housed  and  gained  for  two  cross-arms.  Set 
4^4  feet  in  ground  and  tamp  well.  Poles  must  be  straight  and 
sound.  Any  poles  crooking  more  than  one  inch  in  five  feet  or 
having  more  than  ten  per  cent,  rot  in  butt,  will  be  rejected. 
Location  of  poles  will  vary  between  100  and  150  feet  apart, 
averaging  probably  125.  All  locations  to  be  approved  by  city. 
Furnish  12  extra  poles  for  future  use.  Furnish  all  material 
and  do  all  work,  connected  with  the  primary  system,  starting 
from  station  outlet,  and  including  secondaries  to  house  inlets. 
Corner  pins  to  be  il/2  inch  extra  quality  locust,  except  in  cases 
of  unusually  severe  strain,  where  they  must  be  of  iron;  all 
others  i  y2  inch  painted  oak ;  all  wires  to  be  carried  on  insula- 
tors of  the  deep  groove  double  petticoat  pattern. 

Wire. — To  have  triple .  braided  weather-proof  insulation  of 
superior  finish  and  smoothness,  tough  and  not  easily  abraded, 
and  which  will  not  disintegrate  or  deteriorate  by  exposure  to 
the  elements,  and  equal  in  all  respects  to  "K  K."  The  wires 
will  be  of  sizes  as  shown  on  blue  print.  The  drop  from  con- 
verter to  house  inlet  when  all  lamps  shown  on  map  are  burning 
at  once  must  not  exceed  one  per  cent 

Street  Lights. — .Will  be  47  of  32  candle  power  each,  run  in 
groups  of  lo-ioo  volt  lamps,  with  shunt  coils,  each  group  in 
series.  Location  of  street  lamps  and  wires  as  per  accompanying 
blue  print.  All  wire  No.  10  B.  &  S.  Furnish  and  erect  on 
switchboard  at  station,  switches  controlling  all  street  lights. 
There  will  be  two  groups  of  10  street  lights  each.  The  other 
three  groups  will  each  have  9  lights  on  street,  and  one  in  sta- 
tion. 

17 


258  ENGINEERING  SPECIFICATIONS. 

Hanging  Lamps. — Contractor  is  to  furnish  all  fixtures,  ma- 
terial and  labor ;  to  hang  in  position  the  47  incandescent  street 
lamps  shown  on  map,  as  high  above  grade  line  as  possible ; 
with  cutters  suspension  street  hoods,  with  cross-arms,  insula- 
tors, nozzles,  and  petite  pulleys  and  54  inch  galvanized  iron 
flexible  lamp  cord,  with  hemp  core;  also  galvanized  steel  wire 
strand  *4  incn  diameter,  for  suspending  lamps  in  the  centre  of 
streets,  by  the  cross  suspension  method.  Use  eye  bolts  with 
washers  for  suspension  wires,  projecting  sufficiently  to  permit 
slack  being  taken  up  by  tightening  nut.  Iron  break  arms  are 
to  be  used  where  lines  leave  poles,  or  wherever  a  loop  is  made. 

Returns  from  Street  Circuits. — Shown  in  broken  lines  on 
blue  print  may  be  cut  into  commercial  circuits,  instead  of  re- 
turning to  station  independently. 

Incandescent  Distribution. — Will  be  shown  on  accompany- 
ing blue  print. 

In  General. — All  joints  are  to  be  well  soldered  and  taped. 
No  wire  must  be  lower  than  20  feet  above  grade  line.  All 
streets,  alleys,  and  other  public  places  where  work  is  done, 
must  be  left  in  as  good  condition  as  before  starting.  Use  spe- 
cial iron  brackets  wherever  necessary,  always  placing  some  soft 
moisture  proof  material  between  the  iron  screw  and  the  in- 
culator.  Erect  on  incandescent  mains  where  directed,  the  six 
lightning  arresters. 

SECONDARY   INDOOR   WIRING. 

Capacity. — All  secondary  wiring  must  be  sufficiently  large  to 
carry  at  one  time  25  per  cent,  more  lamps  than  the  number 
shown  on  the  accompanying  map,  without  undue  heating,  and 
at  100  volts.  The  drop  from  house  inlet  to  the  most  distant 
lamp  with  the  above  maximum  load  must  not  exceed  2.l/2  per 
cent. 

Erection. — All  inlets  to  be  in  front  of  houses,  except  where 
some  other  place  may  be  designated,  as  more  convenient.  Con- 
verters, meters,  sockets  and  lamps  are  to  be  furnished  by  this 
contractor,  placed  by  him  and  connected  permanently  in  posi- 
tion, complete.  All  other  necessary  materials,  such  as  fuse 
boxes,  switches,  cut-outs,  etc.,  to  be  furnished  and  erected  by 
this  contractor. 

Plans. — Name  a  lump  sum  for  the  complete  installation  of 
the  lamps  located  on  the  blue  print  in  accordance  with  these 
specifications.  State  also : 

ist.  Price  per  lamp  at  which  this  schedule  may  be  added  to 
or  deducted  from. 

2d.  Price  per  lamp  which  will  be  charged  additional  for  con- 
cealed work. 


SPECIFICATIONS  FOE  ELECTRICAL  DISTRIBUTION.     259 

Character  of  Work. — Except  where  otherwise  arranged,  all 
interior  wiring  will  be  open  cleat  work,  using  white  double 
braided  painted  fire-proof  wire.  The  details  of  all  indoor  wir- 
ing will  be  in  accordance  with  the  rules  of  the  St.  Louis  Board 
of  Fire  Underwriters.  The  city  will  have  the  work  inspected 
from  time  to  time  at  its  own  expense,  and  any  work  which  may 
be  found,  at  any  time  previous  to  the  acceptance  of  the  plants 
not  in  accordance  with  those  rules,  must  be  put  into  satisfactory 
shape  by  this  contractor  at  once.  Drops  to  be  No.  16  cotton 
flexible  cable,  with  adjusting  ball  and  fibre  socket  bushing. 

Special  Work. — The  city  grants  the  contractor  the  right  to 
sell  shades,  fixtures,  etc.,  and  to  do  concealed  and  fixture  wir- 
ing, for  which  extra  work  the  customers  will  pay  him  direct, 
such  work  to  be  done  under  the  supervision  of  the  engineer, 
and  to  his  satisfaction.  W.  H.  B. 

167.  Specifications  for  Electrical  Distribution  Circuits  for 
Light  and  Power.  The  following  is  the  descriptive  portion 
of  a  set  of  specifications  for  electrical  distribution  for  light  and 
power  prepared  for  the  city  of  Austin,  Texas,  in  1894.  They 
are  thought  to  be  a  good  example  of  such  specifications  and  are 
here  inserted  exactly  as  used  in  the  letting  of  the  contract : 

Power  Station. — The  power  station  is  located  at  the  new  dam 
in  the  Colorado  river  and  is  about  three  miles  northerly  of  the 
corner  of  Congress  avenue  and  Pecan  streets  in  said  city  of 
Austin.  There  will  be  in  the  power  station  one  180  kilo- watt 
tri-phase  generator  adapted  to  generate  alternating  currents  of 
2,700  volts  potential,  two  100  kilo-watt  generators  adapted  to 
generate  direct  currents  of  550  volts  potential,  four  alternators 
of  3,000  light  capacity,  and  two  alternators  of  1,500  light  ca- 
pacity adapted  to  generate  alternating  currents  of  2,200  volts 
potential  and  two  arc  machines  each  of  capacity  to  supply  cur- 
rents for  TOO  arc  lamps  of  450  watts  each. 

The  wires  for  power  currents  will  be  led  out  of  the  station 
for  grouping  on  one  set  of  poles  and  the  wires  for  lighting  cur- 
rents for  grouping  on  another  set  of  poles.  The  currents  of  the 
three  power  generators  will  be  transmitted  by  three-wire  com- 
plete circuits. 

All  the  wire  circuits  are  to  be  connected  with  the  switch- 
board and  station  apparatus  so  as  to  give  the  most  complete 
switching,  testing  and  regulating  facilities  with  the  least  drop 
of  potential  consistent  therewith.  The  leading  wires  are  to  be 
strung  from  the  switch-board  to  the  cupola  of  the  power  house 
and  out  through  the  panels  of  the  cupola  and  are  to  be  in- 
sulated from  the  building  and  panels  in  the  best  nv'ner. 


2GO 


ENGINEERING  SPECIFICATIONS. 


All  the  wires  within  the  building's  will  be  covered  with  a 
firm  water  proof  insulating  material,  such  as  shall  be  approved 
by  the  engineer,  and  to  the  safe  insulation  of  currents  with 
standard  potentials  of  2,500  volts. 

Pole  Lines. — The  line  poles  will  be  of  peeled,  white  northern 
cedar.  The  poles  are  to  be  straight,  sound,  smooth  and  free 
from  large  or  loose  knots  that  might  weaken  them. 

The  dimensions  of  poles  shall  not  be  less  than  those  stated 
in  fhe  following  schedule  and  poles  of  each  representative  class 
are  to  be  set  at  depths  not  less  than  those  stated  in  the  schedule, 
if  set  in  earth,  and  six  inches  less  if  set  in  solid  rock. 

Poles  will  not  be  less  than  the  schedule  thickness  at  one-half 
foot  below  their  tops,  and  will  be  made  roofed  at  their  tops  and 
their  roofs  will  be  painted  with  the  best  quality  of  mineral  paint. 
Their  lowest  cross  arms  shall  be  at  least  18  feet  and  3  inches 
at  center  above  the  center  of  the  street  opposite  the  pole 

On  the  main  two-feeder  lines,  between  the  power  house  and 
Congress  avenue,  the  poles  are  to  be  spaced  not  exceeding  100 
feet  between  centers,  and  on  the  sub-feeder  and  distribution 
lines  poles  are  to  be  spaced  not  exceeding  132  feet  between  cen- 
ters, and  if  lengths  of  blocks  are  such  that  three  poles  per  block 
exceed  this  limit,  four  poles  per  block  are  to  be  used.  Poles 
will  be  placed  in  the  curb  line  or  in  a  line  parallel  with  the  curb 
line  if  on  streets  and,  if  in  the  alleys,  as  directed  by  the  engi- 
neer. 

Corner  and  terminal  poles  and  all  other  poles  subject  to  extra 
unbalanced  strains  shall  be  securely  guyed  with  No.  6  galvan- 
ized steel  wire.  Guys  shall  be  so  olaced  and  secured  as  not  to 
be  obstructions  or  nuisances. 


SCHEDULE  OF  MINIMUM   DIMENSIONS  OF  POLES. 


CLASS. 

Number 
of  cross 
arms. 

Minimum 
length  of 
poles. 

Depth 
set  in 
earth. 

Height  of 
lowest 
arms. 

Dia.  at 
top  of 
poles. 

A  

One 

25  ft  0  in 

4  ft  0  in 

18  ft  3  in 

41 

B  

Two 

2o  ft  0  in 

4  ft  8  in 

18  ft   4  in 

5 

c 

Three 

27  ft  0  in 

4  ft   6  in 

18  ft   5  in 

5J 

D         .    . 

Four 

°9  ft   6  in 

5  ft  0  in 

18  ft   9  in 

6 

E         

Five 

31  ft   6  in 

5  ft  6  in 

18  ft   7  in 

6i 

F  

Six 

33  ft  6  in 

5  ft   9  in 

1  8  ft   8  in 

7 

G  

Seven 

35  ft  0  in 

6  ft  0  in 

18  ft  3  in 

71 

Gains  shall  be  cut  in  the  poles  so  that  the  cross  arms  will  fit 
snugly  and  rest  at  right  angles  to  the  axis  of  the  poles.  Proper 
gains  are  to  be  made  to  receive  lightning  arresters,  transform- 
ers and  other  apparatus  to  be  attached  to  the  poles. 


SPECIFICATIONS  FOR  ELECTRICAL  DISTRIBUTION.     261 

The  contractor  shall  secure  all  necessary  permissions  for  the 
trimming  of  private  trees  and  shall  do  all  trimming,  and  he 
shall  secure  the  necessary  permission  for  attaching  any  guy 
wires  to  private  property. 

Cross  Arms. — The  six-pin  cross  arms  will  be  four  and  one- 
quarter  by  five  and  one-fourth  inches  section,  and  other  cross 
arms  of  three  and  one-quarter  by  four  and  one-quarter  inch 
section,  and  all  are  to  be  of  sound,  clear  and  smooth  seasoned 
white  oak.  The  two-pin  cross  arms  will  be  of  clear,  hard  Mich- 
igan white  pine. 

Each  will  be  rounded  on  its  top  and  each  will  be  fastened 
with  three  and  one-half  by  seven  inch  lag  screws  with  washers. 
The  six-pin  arms  will  be  not  less  than  five  feet  and  ten  inches 
long  and  four-pin  cross  arms  not  less  than  four  feet  ten  inches 
long.  All  cross  arms  will  have  one  good  coat  of  the  best  "P. 
and  B."  paint  compound  for  the  purpose  before  being  fastened 
to  the  poles. 

The  vertical  distances  between  centers  of  cross  arms  shall 
not  be  less  than  twenty  inches. 

All  four  and  six-pin  cross  arms  will  be  stayed  with  one-quar- 
ter by  one  and  one-half  inch  rolled  iron  japanned  braces,  not 
less  than  twenty-six  inches  long  on  the  six-pin  arms  and  twenty 
inches  long  on  the  shorter  arms. 

Each  pair  of  braces  will  be  secured  with  two  lag  screws,  two 
by  five-sixteenth  inches,  and  one  lag  screw  three  by  five-six- 
teenth inches  dimensions  each,  with  washers  complete. 

Pins. — All  cross  arms  carrying  No.  I  or  larger  wire  will  be 
furnished  with  the  best  quality  of  locust  pins  and  for  smaller 
wires  with  the  best  quality  of  white  oak  pins  all  with  one  and 
and  one-half  inch  diameter  tenons.  The  interior  pins  shall  be 
eight  inches  from  centers  of  cross  arms  and  other  spacings  of 
pins  12  inches  between  centers. 

The  pins  shall  be  covered  with  "P.  &  B."  paint  compound, 
shall  fit  closely  in  the  cross  arm  mortises,  and  shall  be  secured 
with  steel  nails. 

Insulators. — Each  pin  shall  have  one  of  the  best  deep  groove 
glass  insulators  of  double  petticoat  pattern. 

Pole  Steps. — Screw  pole  steps  of  five-eighths  by  eight  inch 
wrought  iron,  galvanized,  shall  be  placed  on  each  pole  on  which 
there  is  a  lightning  arrester,  transformer  or  cut-out.  The  low- 
est step  shall  be  at  eight  feet  from  the  ground  and  other  steps 
at  eighteen  inches  between  centers  vertically,  but  alternately  on 
the  opposite  side  of  the  poles. 

Wire  Circuits. — All  of  the  circuits  are  to  be  of  pure  copper, 
of  at  least  95  per  cent,  conductivity,  drawn  true  to  gauge  and 
of  the  best  quality  in  every  respect  as  electrical  conductor  wires. 

The  diameters  of  the  circuit  wires  as  herein  described  are 


262 


ENGINEERING  SPECIFICATIONS. 


stated  in  the  dimensions  of  the  Brown  &  Sharp  gauge.  The 
wires  in  the  power  house  will  have  the  best  water  proof  insula- 
tion. The  wires  in  all  alternating  current  feeders  and  circuits 
are  to  have  the  best  weather  proof  insulation  of  standard  double 
braided  and  compounded  coverings. 

The  arrangements  of  the  power  circuits  on  the  poles  from 
the  power  station  to  West  Avenue  are  shown  on  an  accompany- 
ing plan  and  the  arrangements  of  the  main  alternating  circuits 
and  arc  circuits  are  similarly  shown  on  another  plan. 

On  the  top  of  the  two  main  pole  lines  above  described  there 
will  be  one  guard  or  protection  galvanized  iron  standard  barbed 
double  fence  wire  to  be  strung  on  pony  insulators,  and  effect- 
ively grounded  at  distances  not  exceeding  500  feet. 

All  joints  in  wires  must  have  full  and  durable  contact  and  be 
soldered  in  the  best  manner  so  that  the  joints  shall  hold  and 
maintain  a  degree  of  conductivity  at  least  equal  to  that  of  the 
wires  connected.  All  joints  so  made  shall  be  thoroughly  washed 
in  an  acid  neutralizing  solution  and  well  wrapped  with  insulat- 
ing tape,  and  the  finishing  end  of  the  tape  shall  be  wrapped 
with  copper  wire.  The  insulation  resistance  of  the  joint  is  to 
be  equal  to  the  insulation  resistance  on  other  parts  of  the  line. 

The  power,  arc  and  alternating  circuits  within  the  city  will 
be  arranged,  as  nearly  as  possible,  as  shown  on  the  accompany- 
ing maps  of  the  distribution  system. 

The  commercial  and  domestic  lighting  by  alternating  currents 
will  be  divided  into  eight  districts,  as  shown  on  the  wiring  map, 
and  the  wires  will  be  proportioned  for  16  candle  power,  alter- 
nating lamp  transformers  in  each  district  as  follows : 

District  No.  1,  1500  Lamps  and  1200  Lamp  capacity  of  transform  ^8. 


2,  3000 

3,  3000 

4,  1500 

5,  1500 

6,  1500 

7,  1500 

8,  1500 


2400 
2-100 
1200 
1200 
1200 
1200 
1200 


The  power  generators  will  have  their  currents  wired  from 
the  power  house  into  the  city  by  the  Boulevard  and  Pecan  street, 
to  Red  River  street,  and  a  branch  current  wire  will  extend 
along  the  alley  between  Congress  avenue  and  Colorado  street 
from  3d  to  loth  streets.  The  transmission  will  .be  by  three- 
wire  circuits  with  complete  returns,  and  the  drop  in  potential 
in  full  power  of  the  generators  shall  not  exceed  ten  per  cent. 

Towers. — Thirty  iron  "Star"  lighting  towers  of  the  Detroit 
pattern,  150  feet  each  in  height  to  top  of  mast,  are  to  be  located 
in  various  parts  of  the  city  as  shown  in  the  accompanying  maps 
of  lighting  towers.  These  towers  are  to  be  of  the  most  sub- 


SPECIFICATIONS  OF  ELECTRICAL  DISTRIBUTION.      263 

stantial  construction,  substantially  guyed,  and  equipped  with  six 
450  watt  arc  lamps  each. 

Each  of  the  two  circuit  systems  of  wires  for  lighting  these 
tower  arc  lamps  is  to  be  of  No.  6,  weather  proof,  insulated 
copper  wire,  connected  with  the  switch-board  in  the  power 
house. 

Potentials. — In  the  wires  for  commercial  and  domestic  light- 
ing by  alternating  currents,  the  loss  by  drop  in  potential  in  the 
mains  between  the  power  house  and  West  avenue  shall  not  ex- 
ceed twelve  and  one-half  per  cent.,  and  in  the  sub-feeders  and 
branches  shall  not  exceed  an  additional  five  per  cent. 

Transformers. — The  schedule  of  transformers  or  converters 
as  herein  contemplated  is  as  follows : 

Twenty-one  of 12  Lamp  Capacity,  50  watts  per  lamp. 

Ninety-nine  of 25  Lamp  Capacity,  50  watts  per  lamp. 

Forty  of 50  Lamp  Capacity,  50  watts  per  lamp 

Fifteen  of 70  Lamp  Capacity,  50  watts  per  lamp, 

Fifteen  of 90  Lamp  Capacity,  50  watts  per  lamp. 

Eleven  of 125  Lamp  Capacity,  50  watts  per  lamp. 

Twelve  of 250  Lamp  Capacity,  50  watts  per  lamp. 

One  of 500  Lamp  Capacity,  50  watts  per  lamp. 

The  said  party  of  the  first  part  hereby  reserves  the  right  to 
exchange  converters  by  sizes,  taking  an  equal  capacity  in 
smaller  converters  as  the  interest  of  its  patrons  shall  require. 
The  converters,  as  located  by  the  engineer,  are  to  be  fully  con- 
nected in  the  wiring  circuits  ready  for  attaching  the  domestic 
and  commercial  wires. 

Grounds. — Effective  grounds  are  to  be  prepared  for  each  of 
the  lightning  arresters  and  for  the  ground  connections  of  the 
guard  wires.  When  no  good  ground  connection  is  available 
one  is  to  be  prepared  by  placing  two  bushels  of  good  coke  or 
charcoal  near  the  base  of  a  pole  and  placing  therein  a  copper 
plate,  one-eighth  by  four  inches  in  section  and  three  feet  in 
length,  and  the  ground  wires  are  to  be  soldered  thereto. 

Apparatus. — All  the  circuits  will  be  fully  equipped  with  the 
requisite  installation  apparatus  required  for  the  safe  and  easy 
operation  of  the  lines  and  for  their  testing,  inspection  and  main- 
tenance, such  as  feeder  boxes,  primary  switch  and  fuse  boxes, 
cut-outs,  transformers,  etc.,  each  marked  with  their  safe  ampere 
carrying  capacity,  and  all  lines  will  be  fully  equipped  with 
lightning  arresters. 

Each  piece  of  this  apparatus  is  to  be  located  as  directed,  is 
to  be  of  the  best  material  and  workmanship  for  the  purpose  and 
is  to  be  set  and  secured  in  the  best  manner,  and  each  is  to  be 
subject  to  the  rigid  inspection  and  test,  and  to  the  approval  and 
rejection  of  the  engineer. 


ENGINEERING  SPECIFICATIONS. 

Guarantees. — All  apparatus,  materials  and  workmanship 
herein  specified  and  contracted  for  are,  by  the  said  party  of  the 
second  part,  hereby  guaranteed  against  all  electrical  and  me- 
chanical defects,  and  defective  workmanship  for  the  space  of 
one  year  from  and  after  their  completion  and  acceptance.  The 
party  of  the  second  part  also  hereby  guarantees  that  any  of  the 
lighting  towers  herein  contracted  for,  when  provided  with  six 
direct  current  arc  lamps  of  450  watts  capacity  each  (2,000  nom- 
inal candle  power)  will  illuminate  any  portion  of  a  circle  3,000 
feet  in  diameter,  of  which  the  tower  is  the  center,  sufficiently 
so  that  any  ordinary  watch  may  be  read  on  the  darkest  night 
when  the  said  towers  are  illuminated.  J.  T.  F. 


PAET  IV. 

Illustrative  Example  of  Complete  Con- 
tracts and  Specifications 

EXAMPLES     OF     COMPLETE     ENGINEERING     SPECIFICATIONS,     SO 

FRAMED    AS    TO    INCLUDE    THE    CONTRACT    AND    BOND, 

TOGETHER  WITH  ALL  THE  GENERAL  CLAUSES, 

SO  DRAWN   AS   TO   BE  DISTINCT   AND 

SEPARATE     FROM     THE 

SPECIFICATIONS. 

1 68.  Contract  and  Bond  Combined  in  One  Document 
with  the  Specifications.  It  is  often  customary  for  corpora- 
tions doing  a  great  deal  of  work  by  contract  to  have  a  stand- 
ard form  of  combined  contract,  specification  and  bond,  in  which 
the  contracting  and  surety  clauses  remain  the  same,  and  in 
which  a  large  proportion  of  the  general  clauses  remain  un- 
changed, while  the  specifications  proper  vary  in  accordance 
with  the  different  classes  of  work  to  be  done.  Of  such  an  ex- 
ample is  that  given  in  the  following  article,  this  being  the  stand- 
ard form  used  by  the  city  of  St.  Louis.  It  will  be  noted  that 
in  this  contract,  the  contractor  is  represented  as  the  party  of 
the  first  part,  and  the  city  of  St.  Louis  as  the  party  of  the  sec- 
ond part.  In  Part  II  of  this  work,  wherein  the  general  clauses 
of  specifications  were  discussed,  the  party  of  the  first  part  was 
supposed  to  indicate  the  employer,  and  the  party  of  the  second 
part,  the  contractor.  It  is,  of  course,  a  matter  of  indifference 
as  to  which  custom  is  followed,  so  long  as  the  document  clearly 
defines  the  meaning  of  these  terms. 

In  all  the  examples  given  in  this  portion  of  the  work,  the 
subjects  of  the  -clauses  will  be  indicated  by  marginal  titles. 
This  is  the  common  practice  in  all  specifications,  but  it  has  noti 
been  followed  in  the  previous  portions  of  the  work,  since  the 
examples  chosen  were  fragmentary  in  their  character,  and  did 
not  seem  to  require  this  kind  of  indexing.  In  actual  practice, 
however,  it  is  advisable  .to  use  these  marginal  titles  for  conven- 
ience of  reference.  So  also  should  the  clauses  be  all  numbered, 


266  COMPLETE  SPECIFICATIONS. 

as  is  done  in  the  examples  which  follow,  these  numbers  also 
having  been  omitted  in  the  previous  portions  of  this  work,  be- 
cause of  their  fragmentary  character. 

169.  Contract  and  General  Specifications  for  Large  Pump- 
ing Engines.  The  following  complete  contract  and  specifi- 
cations was  used  in  1894  by  the  water  commissioner  of  the  city 
of  St.  Louis,  in  the  letting  of  contracts  for  two  large  high  serv- 
ice pumping  engines.  They  are  what  is  known  as  general  spec- 
ifications, since  they  do  not  indicate  any  particular  style  of 
engine,  and  since  no  plans  were  drawn  for  the  work.  It  should 
be  understood  also  that  the  city  of  St.  Louis  is  obliged  to  let 
all  public  work  by  contract  and  always  to  accept  the  lowest  bid 
or  to  reject  all  bids.  It  has  hitherto  been  customary  for  this 
city  to  prepare  detail  plans  for  all  public  work  because  of  this 
provision  requiring  them  to  accept  the  lowest  bid.  These  spec- 
ifications have  therefore  been  drawn  with  the  greatest  care, 
and  in  such  a  way  that  the  city  may  be  able  to  accept  the  lowest 
bid  without  danger  of  obtaining  an  inferior  product.  The  gen- 
tleman who  prepared  these  specifications  is  a  thorough  civil 
and  mechanical  engineer  of  about  twenty  years'  experience  in 
the  designing  and  operation  of  pumping  engines,  and  therefore 
the  requirements  here  embodied  are  likely  to  represent  the  latest 
and  best  practice.  They  are  given  here,  however,  not  for  the 
purpose  of  being  copied,  but  for  the  purpose  of  illustrating  the 
care  and  foresight  required  in  the  letting  of  contracts  under 
general  specifications,  in  order  that  all  the  bidders  may  be 
placed  on  an  even  footing,  and  that  even  the  lowest  bid  shall 
of  necessity  correspond  to  a  first-class  and  in  every  way  satis- 
factory result.  In  general,  where  it  is  obligatory  to  accept  the 
lowest  bid,  it  is  advisable  to  have  detail  plans  prepared.  The 
privilege  had  been  specially  reserved,  however,  in  the  adver- 
tisement of  this  work,  to  reject  all  the  bids,  if  none  of  them 
proved  satisfactory,  but  the  city  is  not  allowed,  under  its  char- 
ter, to  reject  a  lower  bid,  and  accept  a  higher. 

Referring  to  clause  D  in  these  specifications  and  to  the  last 
portion  of  that  clause,  the  wording  here  is  evidently  too  in- 
clusive. That  is  to  say,  the  water  commissioner  would  not  be 


SPECIFICATIONS  FOR  PUMPING  ENGINES.  2fi7 

allowed  by  law  to  "decide  all  questions  which  may  arise  rela- 
tive to  the  execution  of  this  contract  on  the  part  of  the  con- 
tractor," with  the  condition  that  "his  estimates  and  decisions 
shall  be  final  and  conclusive."  See  articles  12  and  13,  Part  I. 
and  article  109,  Part  II,  for  a  discussion  of  this  question. 

170.  Contract  and  Specifications  for  design- 
ing, furnishing  and  erecting  at  High  Service 
Pumping  Station  No.  3,  St.  Louis,  Mo.,  Pump- 
ing Engines  Nos.  7  and  8,  with  Fixtures  and  all 
Appurtenances  Complete. 

AGREEMENT  made  and  entered  into  this  " 

day  of  ,  1 8 — ,  by  and  between , 

part  of  the  first  part,  and  the  city  of  St.  Louis, 
party  of  the  second  part,  witnesseth: 

WHEREAS,  the  board  of  public  improvements 
of  the  said  city  of  St.  Louis,  under  the  provisions 
of  ordinance  No.  17,006,  approved  December  30, 
1892,  and  by  virtue  of  the  authority  vested  in  the 
said  board  by  the  charter  and  general  ordinances 

of  the  city,  did  let  out 'unto  the  said 

the  work  of  designing,  furnishing  and  erecting, 
at  High  Service  Pumping  Station  No.  3,  St. 
Louis,  Mo.,  Pumping  Engines  Nos.  7  and  8. 


Now,  therefore,  in  consideration  of  the  pay- 
ments and  covenants  hereinafter  mentioned  to  be 
made  and  performed  by  said  second  party,  the 
said hereby  covenant  and  agree  to  fur- 
nish and  erect  in  the  pump  pits  at  High  Service 
Pumping  Station  No.  3,  two  pumping  engines, 
each  of  a  capacity  of  ten  million  U.  S.  gallons  of 
water  in  twenty-four  consecutive  hours,  with  all 
fixtures  and  appurtenances  complete,  and  in  con- 
formity to  the  requirements  and  conditions  here- 
inafter specified. 

Wherever  the  words  "water  commissioner" 
are  used  herein,  they  shall  be  understood  to  refer 
to  the  water  commissioner  of  the  city  of  St. 
Louis,  and  to  his  properly  authorized  agents,  lim- 
ited by  the  particular  duties. entrusted  to  them. 

Wherever  the  word  "contractor"  is  used  here- 
in, it  shall  be  understood  to  refer  to  the  part 
who  ha  entered  into  the  contract  to  perform  the 
work  to  be  done  under  this  contract  and  these 
specifications,  or  the  legal  representative  of  such 
part 


268  COMPLETE  SPECIFICATIONS. 

D  To  prevent  all  disputes  and  litigation,  it  is 
agreed  by  and  between  the  parties  to  this  con- 
tract that  the  water  commissioner  shall,  in  all 
cases,  determine  the  quantity  and  quality  of  the 
several  kinds  of  material  to  be  furnished  and 
work  to  be  done,  the  duty  and  capacity  of  the  en- 
gines, and  the  amount  to  be  paid  under  this  con- 
tract; and  he  shall  decide  all  questions  which 
may  arise  relative  to  the  execution  of  this  con- 
tract on  the  part  of  the  contractor,  and  his  esti- 
mates and  decisions  shall  be  final  and  conclusive.1 

E  The  said  part  of  the  first  part  hereby  agree 
that  all  materials  and  workmanship,  of  whatever 
description,  shall  be  subject  to  inspection  and  re- 
jection by  the  water  commissioner,  and  that  the 
entire  work  shall  be  done  to  his  satisfaction.  The 
said  part  of  the  first  part  further  agree  that 
the  water  commissioner  may  appoint  such  assist- 
ants as  he  may  deem  necessary  to  inspect  the  ma- 
terials to  be  furnished  and  the  work  to  be  done 
under  this  agreement,  and  see  that  the  same 
strictly  correspond  with  the  specifications  herein- 
after set  forth ;  and  that  said  water  commissioner 
shall  at  all  times  have  the  right  to  enter  the 
works,  shops,  etc.,  where  the  machinery  is  being 
constructed,  for  the  purpose  of  inspection  and 
examination  of  the  materials  furnished  and  work 
being  done,  and  shall  be  afforded  such  assistance 
as  may  be  required  to  determine  whether  the 
quality  of  the  materials  and  the  character  of  the 
work  are  in  accordance  with  the  requirements  and 
intentions  of  this  contract. 

F  The  part  of  the  first  part  further  agree  that 
the  materials  used  throughout  the  engines  and  ap- 
purtenances shall  be  of  the  qualities  specified,  and 
new  and  unused  when  put  into  the  work,  and  that 
the  engines  and  appurtenances  shall  be  con- 
structed and  erected  m  the  most  workmanlike  and 
substantial  manner,  and  everything  done  and  fur- 
nished necessary  to  complete  and  perfect  the  en- 
gines and  appurtenances  according  to  the  designs 
and  intentions  of  this  contract,  whether  particu- 
larly specified  or  not,  but  which  may  be  inferred 
from  the  drawings  and  from  this  contract  and  the 
following  specifications : 

1  This  last  provision,  that  the  Engineer  shall  decide  "  all  questions  "  which  may  arise, 
Is  not  binding.    See  Article  13,  page  12. 


SPECIFICATIONS  FOR  PUMPING  ENGINES. 


269 


SPECIFICATIONS. 

I.  The  work  to  be  done  consists  in  making  the  ^ork  to  be  don« 
design,  furnishing  general  and  detail  drawings, 
constructing  and  erecting  complete  in  place  ready 
for  service  at  High  Service  Pumping  Station 
No.  3,  St.  Louis,  Mo.,  two  vertical  triple  expan- 
sion condensing  pumping  engines.  Each  engine 
shall  pump  ten  millions  U.  S.  gallons  of  water 
in  twenty-four  hours. 

GENERAL  DATA. 

Water  Pressure  .  .'  ......................  125  pounds. 

Steam  Pressure  ........................  125  pounds. 

Elevation  Bottom  Pump  Pit  (City  Datum 

100)  .............  ....................  90  feet. 

Elevation  Engine  Room  Floor  .........  .118  feet. 

Elevation  Water  in  Wet  Well  (Approxi- 

mate) ...............................  110  feet. 

Dimensions  of  Pump  Pit  .............  50x57  feet. 


PLANS. 

2.  A  complete  set  of  accurate  and  distinct  de- 
tail  working  tracings,  made  in  accordance  with 
the  general  plans  submitted  by  the  contractor  with 
his  proposal  and  approved  by  the  board  of  public 
improvements,   shall   be   furnished   by  the   con- 
tractor and  submitted  to  the  water  commissioner 
within  four  months  after  the  award  of  the  con- 
tract. 

3.  The  tracings  shall  be  of  uniform  size  —  25^2 
x39  inches  —  and  shall  have  a  clear  margin  of  at 
least  y$  of  an  inch. 

4.  The  kind  of  material  to  be  used  in  each  and 
every  part  of  the  construction  shall  be  clearly  de- 
noted in  the  tracings  by  different  section  lining 
or  by  distinct  lettering. 

5.  The  tracings  shall  show  complete  sectional 
outline  and  plan  views,  giving  all  necessary  di- 
mensions and  thickness  of  metal,  radii  of  fillets 
and  roundings  in  the  various  parts  of  the  con- 
struction  in  plain  and   intelligible  figures,   and 
shall  definitely  state  in  printed  letters,  at  all  sur- 
faces and  details,  the  name  of  the  parts  and  the 
kind  of  machine  work  and  finish  to  be  put  upon 
them,  thus  enabling  the  machinery  to  be  built  and 
completed   exclusively    from   blue   prints   taken 
from  the  tracings. 

6.  There  shall  be  separate  tracings  showing  the 


detafl 


270 


COMPLETE  SPECIFICATIONS. 


General  Working 
Plans. 


valve  motion,  as  put  together  in  working  condi- 
tion. 

To  be  Approved.  7.  The  tracings  will  be  examined  by  the  water 
commissioner,  and  if  found  in  accord  with  this 
contract  and  specifications,  will  be  approved ;  any 
change  found  necessary  shall  be  at  once  made  by 
the  contractor  to  the  satisfaction  of  the  water 
commissioner. 

8.  The  contractor  shall  also,  within  two  months 
after  the  award  of  the  contract,  furnish  accurate 
and  workmanlike  general  tracings,  made  in  ac- 
cordance with  the  drawings  submitted  by  the  con- 
tractor with  his  proposal,  and  filed  in  the  office 
of  the  board  of  public  improvements,  and  with 
the  detail  drawings  approved  by  the  water  com- 
missioner. 

9.  These  general  tracings  shall  show  the  posi- 
tion of  the  engines  in  the  pits,  with  all  required 
foundation  piers  and  bolts,  and  all  floors,  girders, 
platforms,    stairs,   galleries,   railing,   pipes,   stop 
valves  and  all  appliances  complete,  giving  all  gen- 
eral dimensions  required  in  the  erection  of  the 
machinery. 

10.  If,  during  the  construction,  it  be  found  ex- 
pedient or  necessary  to  change  or  modify  the  de- 
sign of  any  of  the  details  of  the  engines,  working 
drawings  showing  the  proposed  changes  shall  be 
submitted  to  and  approved  by  the  water  commis- 
sioner before  any  change  is  made. 

11.  All  drawings  rendered  in  any  way  incor- 
rect through  changes  or  modifications,  must  be 
completely  replaced  by  new  tracings. 

12.  Before  the  final  payment  for  the  engines 
the  contractor  must  furnish  and  deliver  to  the 
water  commissioner  a  book  of  complete  general 
and  detail  drawings  of  all  parts  of  the  engines 
and  appurtenances,  as  built  and  erected. 

The  detail  drawings  shall  show  all  details  en- 
tering into  the  construction  in  sectional,  outline 
and  plan  views,  with  all  dimensions  plainly  writ- 
ten in  neat  and  intelligible  figures  and  names 
printed  at  every  detail,  the  kind  of  material  used 
and  the  finish  of  the  various  parts  and  surfaces. 

The  general  drawings  shall  show  the  engines  in 
position  in  the  pump  pits  in  at  least  four  different 
views,  viz. :  Sectional  side  elevation,  sectional  end 
elevation,  contour  or  outline  end  elevation  and 


Change  of  De- 
sign. 


Book  of  Finished 
Drawings. 


SPECIFICATIONS  FOR  PUMPING  ENGINE&  271 

plan,  and  shall  give  necessary  main  dimensions, 
thickness  and  kind  of  metals,  location  of  founda- 
tion bolts,  and  all  important  sizes  of  the  ma- 
chinery as  erected. 

These  general  and  detailed  drawings  shall  be 
made  on  mounted  double  elephant  paper  of  a  size 
of  25^x39  inches  inside  the  margin  lines, 
strongly  and  substantially  bound  in  book  form, 
with  the  name  and  date  of  the  engines  printed 
in  gilt  letters  on  the  covers  of  the  book. 

All  drawings  shall  be  accurately  and  neatly 
executed  in  ink  in  a  workmanlike  manner  and  to 
an  appropriate  scale.  All  sheets  shall  be  uni- 
formly lettered  and  consecutively  numbered  and 
provided  with  proper  titles  and  headings. 

DESIGN. 
General  Features. 

13.  The  two  engines  shall  be  designed  to  be   pit, 
erected  and  operated  independently  in  the  south 

pit  of  the  engine  house,  which  will  be  built  by  the 
city  of  St.  Louis,  substantially  as  shown  by  the 
plans  on  file  in  the  office  of  the  water  commis- 
sioner. 

Especial  attention  must  be  paid  to  the  fact  that 
the  engines  will  be  used  for  direct  pressure  serv- 
ice. 

14.  Engines  shall  have  ample  space  around  all 
their  various  parts  for  access  and  maintenance. 

15.  The  height  of  the  water  in  the  wet  well   suction, 
will   depend  upon  height  of  water   in  conduit, 
which  will  be  approximately  constant. 

1 6.  The  engines  shall  be  designed  for  an  initial   steam, 
steam  pressure  of  125  pounds  per  square  inch  and 

a  water  pressure  of  125  pounds  per  square  inch. 

17.  The   pumps   shall   be   designed   and   con-  Plunger, 
structed   to   deliver   the   stipulated    quantity   of 
water  at  a  plunger  speed  which  will  insure  a 
smooth  and  effective  action  of  the  pump  valves, 

and  all  working  parts  of  the  machinery,  but  in 
no  case  shall  the  diameter  of  any  pump  plunger 
exceed  40  per  cent,  of  its  stroke,  or  the  plunger 
speed  exceed  180  feet  per  minute. 

1 8.  The  arrangement  and  construction  of  the   Balanced, 
engines  shall  be  such  that  they  will  give  equal 

steam  cards  on  the  up  and  down  strokes. 


272 


COMPLETE  SPECIFICATIONS. 


Reliability,  etc. 

Vertical. 
Height 

Frame. 
Plungers. 


Removal  of 
Parts. 


Condenser. 


Attachments  and 
Api  >ur  tenancea. 


Appearance. 


19.  The  engines   shall  be  designed   and  pro- 
portioned to  have  great  working  strength,  sta- 
bility and  stiffness,  and  ample  space  around  all 
parts  for  erection,  repairs,  lubrication,  inspection 
and  adjustment. 

20.  The  steam  cylinders  and  the  plungers  of 
the  engines  shall  be  vertical. 

21.  The   steam   cylinders   and   the   regulating 
mechanism  of  the  cut-off  and  valve  motion  shall 
be  placed  entirely  above  an  elevation  of  120  feet 
above  datum. 

22.  The  pump  chambers  and  steam  cylinders 
shall  be  rigidly  connected  and  supported  through 
the  intervening  frames  and  columns  to  make  the 
whole  construction  of  ample  stability,   strength 
and  stiffness. 

23.  Each  engine  shall  have  vertical,  single  act- 
ing outside  packed  plungers,  and  no  construction 
will  be  allowed  requiring  internal  stuffing  boxes, 
glands  or  water  packings  in  the  pumps.  All  stuff- 
ing boxes  shall  be  readily  accessible  for  inspec- 
tion and  tightening  up,  while  the  engine  is  run- 
ning. 

24.  The   machinery   shall    be    so   constructed, 
supported  and  arranged  that  the  pump  chambers 
or  any  important  part  or  piece  of  the  substructure 
can  be  easily  removed  to  such  position  that  it  can 
be  hoisted  out  of  the  pump  pit  without  necessitat- 
ing the  frame  and  fixed  parts  of  the  superstruct- 
ure of  the  machinery  being  taken  apart,  disturbed 
or  removed. 

25.  The  two  engines   shall  each  be  provided 
with  a  surface  condenser,  of  appropriate  size  and 
construction  to  maintain  a  steady  vacuum,  and 
designed  to  directly  utilize  the  water  discharged 
by  the  main  pumps  for  condensation  of  the  .ex- 
haust steam. 

26.  The  contractor  shall  furnish  and  put  up 
all  pipes,  valves,  oil  cups,  drip  pans,  fittings  and 
fixtures  required  to  make  the  construction  com- 
plete inside  the  engine  room  and  pump  pit,  and 
shall  furnish  flanges  drilled  for  connection  on  end 
of  pipes  near  wall. 

27.  The  various  parts  of  the  machinery  shall 
be  of  plain  shapes  and  forms,  adapted  to  their 
specific  purposes,  insuring  great  strength  and  re- 
liability with  good  mechanical  effects. 


SPECIFICATIONS  FOR  PUMPING  ENGINES, 


273 


Frame  and  Fixed  Parts. 

28.  The  frame  and  foundation  of  the  engines 
shall  be  so  designed  that  changes  of  temperature 
can  not  alter  the  distribution  of  the  loads  on,  or 
affect  the  alignment  of  the  members  of,  the  frame, 
and,  where  necessary,  expansion  joints  shall  be 
used. 

29.  The  frame  of  the  engine  shall  be  designed 
to  have  great  stiffness  and  weight,  so  that  it  shall 
withstand  all  working  stresses  with  the  minimum 
vibration.    All  bed  plates  or  sole  plates  resting  on 
masonry  shall  have   ample  bearing  surfaces  to 
safely  distribute  the  working  pressures. 

30.  The  machinery  shall  be  substantially  and 
securely  anchored  and  held  in  place  with  a  suffi- 
cient number  of  foundation  bolts. 

31.  All  castings  shall  be  designed  to  avoid  sud- 
den changes  of  section  and  of  such  forms  as  will 
cool  uniformly  without  shrinkage  strains. 

32.  At  all  flanges  of  castings  there  shall  be  a 
reinforcement  or  addition  of  metal,  of  at  least  30 
per  cent,  of  the  regular  thickness,  which  shall  ex- 
tend in  length  or  height  at  least  twice  the  total 
thickness  of  the  metal  at  the  reinforcement.    All 
flanges  to  be  of  not  less  thickness  than  the  total 
metal  at  the  reinforcement. 

33.  All  castings  must  have  good  sized  fillets  at 
all  corners ;  no  small  brackets  will  be  allowed. 

34.  If  reheaters  are  used  they  shall  be  designed 
and  constructed  to  be  absolutely  steam  tight  under 
all  working  conditions  to  which  they  will  be  sub- 
jected, and  must  have  proper  heating  area  and 
space  and  facilities  for  examination,  repairs  and 
renewals. 

35.  If  steam  jackets  are  used  they  must  be  se- 
cured to  the  steam  cylinder  in  such  a  manner  as  to 
allow  free  and  easy  expansion  and  contraction, 
without  causing  internal  leakage  of  joints  or  de- 
rangement of  any  description  to  jackets  or  cylind- 
ers, or  undue  strains  in  any  part ;  and  must  be  ar- 
ranged to  insure  proper  circulation  of  steam  and 
ready  removal  of  the  jacket  water. 

36.  All  flat  plates  and  surfaces  acted  upon  by 
water  pressure  must  be  substantially  proportioned 
and   strengthened   with   a   sufficient   number   of 
heavy  ribs,  to  make  them  of  ample  stiffness  and 

18 


Frame. 


Anchor 


Castings. 


Reheaten. 


Jacket* 


274 


COMPLETE  SPECIFICATIONS. 


Condenser. 


Examinations 
and  Repairs. 


HotWeU. 


Suction  and  DIs 
charge  Pipes. 


strength  to  safely  carry  the  loads  to  which  they 
will  be  subjected. 

37.  All  handholes  and  manholes  shall  be  of 
ample  size,  well  fitted,  and  so  constructed  as  to 
be  readily  opened  and  closed. 

38.  Priming   and   draining   pipes   and   valves 
shall  be  provided  for  filling  and  emptying  the 
pump  chambers. 

39.  The  condensers  must  safely  stand  all  work- 
ing stresses  to  which  they  may  be  subjected,  with- 
out leakage  or  weakness  of  any  description. 

40.  The  condensers  shall  be  constructed  to  give 
ample  facilities  and  space  for  the  examination, 
insertion  and  withdrawal  of  tubes  and  packing  of 
joints.    The  tubes  must  be  provided  with  perfectly 
tight  and  easily  removable  packings,  allowing  for 
expansion  and  contraction,  without  injury  or  leak- 
age. 

41.  The  condensers  shall  be  so  arranged  that 
the  amount  of  water  passing  through,  or  condens- 
ing surface,  can  be  adjusted  to  suit  varying  tem- 
peratures. 

42.  Arrangement  must  be  made  for  proper  dis- 
tribution and  circulation  of  the  exhaust  steam  and 
condensing  water  on  the  cooling  surfaces  of  the 
condenser,  without  injurious  impingement  of  the 
steam  or  condensing  water. 

43.  All  glands  and  washers  used  in  the  con- 
densers shall  be  made  of  composition;  all  bolts 
and  nuts  (except  stay  bolts)  used  inside  the  con- 
densers shall  be  made  of  Tobin  bronze. 

44.  The  condensers  must  be  provided  with  all 
necessary  auxiliary  pipes,  valves  and  tanks. 

45.  The  hot  well  shall  be  set  at  the  highest  ele- 
vation in  the  pit  which  the  design  of  the  engines 
will  permit. 

46.  There  shall  be  effectual  means  and  appar- 
atus provided  for  the  separation  of  grease  and 
oil  from  the  condensed  water  before  it  is  fed  to 
the  boilers. 

47.  The  suction  and  discharge  pipes  shall  be 
thirty  inches  in  diameter. 

48.  For  each  engine  there  shall  be  a  single  suc- 
tion or  inlet  pipe,  which  shall  be  attached  to  the 
gate  valve,  furnished  by  the  city  of  St.  Louis, 
shown  in  the  plans  of  the  pump  pits. 

49.  The  discharge  pipe  for  each  engine  shall 


SPECIFICATIONS  FOR  PUMPING  ENGINE&  275 

be  carried  up  to  an  elevation  of  113.6  ft.,  and  then 
horizontally  through  and  to  a  distance  of  two  feet 
from  the  outside  of  the  pump  pit  wall,  and  shall 
be  provided  with  a  drilled  flange  for  connection 
to  pump  main. 

50.  Each  engine  shall   be  provided   with  air   Air  chambers, 
vessels  of  sufficient  capacity  to  insure  smooth, 

easy  and  equal  action  of  the  pumps. 

51.  Each  engine  shall  be  provided  with  a  by-      Bypass, 
pass   pipe,   arranged   to   facilitate   draining   the 

pump  mains  and  starting  the  engines. 

52.  Each  engine  shall  be  provided  with  a  pres-  Relief  valves 
sure  relief  valve  designed  and  arranged  to  by-pass 

the  discharge  of  its  pumps  when  the  pressure  on 
the  pump  mains  exceeds  125  pounds  per  square 
inch. 

53.  The  pressure  relief  to  be  of  sufficient  ca- 
pacity to  by-pass  total  discharge  of  the  engine. 

54.  There  shall  be  platforms  or  galleries  of  cast 
iron  plates  or  wrought  iron  open  work  at  conven- 
ient locations  upon  the  pump  and  steam  ends, 
which  will  allow  all  of  the  operations  necessary  in 
running  and  maintaining  the  engines  to  be  per- 
formed with  the  greatest  safety  and  ease. 

55.  The  contractor  shall  design,  furnish  and 
erect  iron  stairways,  landings  and  galleries  lead- 
ing from  the  top  gallery  down  to  the  bottom  of 
the  pump  pit,  with  all  intermediate  galleries  and 
supporting  girders,  beams  and  composition  rail- 
ings required  to  make  them  complete  and  satis- 
factory in  all  respects.     All  of  the  above  to  be 
made  of  neat  and  harmonious  proportions,  and 
arranged  to  leave  sufficient  space  for  hoisting  and 
removing  the  pump  chambers  and  other  parts  of 
the   machinery    without   disturbing   any   beams, 
bed-plates  or  other  stationary  parts,  or  necessi- 
tating the  removal  of  stairways,  landings  or  gal- 
leries to  any  great  extent. 

56.  The  galleries,  stairs  and  platforms  shall  be 
arranged  to  secure  as  good  diffusion  of  light 
down  the  pump  pit  as  possible. 

57.  The  stairs  to  be  made  without  risers.  Tread 
plates  and  all  gallery  plates  to  be  made  of  a  suit- 
able open-work  pattern. 

All  parts  of  stairs,  galleries  and  platforms  shall 
be  accessible  for  inspection  and  painting. 


276 


COMPLETE  SPECIFICATIONS. 


Strength  and 
Stiffness. 


Wearing  sur- 
faces. 


Counter-boring. 


Journals. 


Bushings. 


Valves,  etc. 


Steam  End, 


Valves. 


Valve  Motion. 


Regulation, 


Cut-off. 


Mechanism  and  Wearing  Parts. 

58.  All  moving  parts  shall  be  of  ample  strength 
and  of  sufficient  stiffness  to  prevent  undue  vibra- 
tions in  operation. 

59.  All  journals  and  wearing  surfaces  shall  be 
of  sufficient  size  and  of  proper  proportion  to  avoid 
excessive  pressure  and  heating. 

60.  When  practicable,  provision  shall  be  made 
to  prevent  the  wearing  of  shoulders  on  either  sta- 
tionary or  moving  parts  at  their  extreme  travel. 

61.  All  stationary  journals  shall  have  suitable 
boxes,  babbitt  lined  when  necessary,  and  all  jour- 
nals above  four  inches  in  diameter  shall  have  pro- 
visions for  horizontal  and  vertical  adjustment. 

62.  All    glands    and    guide    rings   of   stuffing 
boxes  shall  be  provided  with  composition  linings 
forced  in   and   securely   held   in  place,   and   the 
glands  shall  be  cupped  out  to  make  proper  re- 
ceptacles for  lubricants,  leakage  water,  etc. 

63.  The  bodies  of  all  valves,  three  inches  in 
diameter  and  smaller,  shall  be  entirely  of  composi- 
tion, but  the  bodies  of  valves  larger  than  three 
inches,  may  be  of  cast  iron,   with  composition 
valve  and  valve  seats. 

64.  All  valves,  fittings,  fixtures  and  appurte- 
nances used,  shall  be  of  an  approved  design. 

65.  The  valve  motions  and  starting  arrange- 
ments of  the  engines  shall  be  such  that  each  en- 
gine can  be  promptly  and  safely  started  and  oper- 
ated by  one  engineer. 

66.  The  steam  distribution  valves  shall  be  of 
a  known  reliable  type.     They  shall  be  well  bal- 
anced and  so  designed  as  to  work  with  the  mini- 
mum friction,  to  wear  even  and  steam-tight,  and 
to  have  proper  facilities  for  refitting  and  adjust- 
ment. 

67.  The   steam  valve   mechanism   shall  be  of 
ample  strength  and  durability,  and  must  be  re- 
liable in  all  its  motions  and  entirely  free  from 
any  danger  of  failure,  derangement  or  rebound- 
ing.   The  engine  and  valve  mechanism  to  be  pro- 
vided with  an  automatic  device  to  prevent  racing 
in  case  of  a  broken  pump  main. 

68.  The  engines  shall  be  fitted  with  a  variable 
cut-off  mechanism  so  arranged  as  to  be  easily  and 


SPECIFICATIONS  FOR  PUMPING  ENGINES*  277 

quickly  adjusted  while  the  engines  are  in  opera- 
tion. 

69.  The  running  throttle  valves  of  the  engines  Throtti* 
shall   be  of  a  well-balanced   type   and   operate 
quickly  and  easily  under  full  steam  pressure. 

70.  The  steam  pistons  of  the  cylinders  shall  be  Pistona' 
provided  with  Babbitt  and  Harris  piston  packing, 
packing  which,  in  the  opinion  of  the  water  com- 
missioner, is  equally  efficient. 

71.  Steam  valves  above  six  inches  in  diameter 
shall  have  steel  stems  provided  with  Phosphor 
bronze  nuts. 

72.  The   area   of   the   suction   and   discharge 
valves  shall  be  sufficient  to  insure  proper  filling 
and  discharging  of  the  pumps  under  all  condi- 
tions, but  in  no  case  shall  the  total  suction  valve 
area,  or  the  total  discharge  valve  area  of  each  en- 
gine be  less  than  6  square  feet. 

73.  The   valves   shall   be   designed   and   con- 
structed  to  open  and  close  promptly  and  quietly, 
shall  be  tight  and  of  ample  strength,  and  shall  be 
especially  designed  for  facility  of  repairs  and  re- 
newals. 

74.  All  valve  stems  of  stop  and  gate  water 
valves  shall  be  made  of  Tobin  bronze. 

75.  All   connecting,  piston,  plunger  and  dis- 
tance  rods,  and  all  movable  parts  must  be  of 
ample   strength   and   stiffness   to   withstand   all 
working  stresses. 

76.  The  piston  rods,  plunger  and  plunger  rods, 
and    all    reciprocation   parts   have   properly   de- 
signed guides  and  crossheads.     The  crossheads 
shall  have  shoes  adjustable  for  wear. 

77.  All  journals  and  pins  of  connecting  and   Box 
valve  rods,  and  of  all  reciprocating  and  oscillat- 
ing rods,  shall  have  well  proportioned  strap  or 
box  ends  having  easily  removable  composition 
boxes,   Babbitt   lined   where   required,   and  pro- 
vided with  wedges,  keys  or  bolts  for  adjustment 

of-  wear.  Each  link  or  connecting  rod  shall  at 
the  different  ends,  have  provisions  for  compensa- 
tion of  wear  in  the  same  direction. 

78.  All  strap  or  box  ends  shall  be  of  a  shape 
having  great  strength  and  stiffness,  holding  the 
composition  boxes  securely,  and  giving  a  neat 
and  workmanlike  appearance. 


278 


COMPLETE  SPECIFICATIONS. 


Locked  Nut*. 


Fly  WheeL 


Air  Pumps. 


Castings. 


Cast  Iron. 


79.  All  nuts  of  pillow  block  caps  bolts  and  fol- 
lower bolts  of  pistons,  all  screw  joints  of  moving 
parts  and  all  keys  shall  be  provided  with  a  secure 
locking  device. 

80.  If  a  fly-wheel  is  used,  the  shafts  shall  rest 
in  pillow  blocks  very  securely  and  rigidly  sup- 
ported at  ample  distances  apart. 

81.  The  construction  of  the  air  pumps  must  be 
such  that  they  will  at  all  times  perform  their 
work  promptly  without  noise  or  injurious  shocks. 

82.  The  air  pump  and  all  accessory  pumps  re- 
quired to  run  the  engine,  except  the  boiler  feed 
pump,  shall  be  driven  from  the  main  engine. 

MATERIALS. 

83.  All  materials   used  throughout  this   con- 
struction must  be  of  the  special  class  and  grade 
called  for  in  the  specifications  and  designated  in 
drawings,  and  shall  in  each  case  fully  stand  the 
specified  tests. 

84.  All  castings  shall  be  free  from  blow  holes, 
flaws,  scabs  and  defects  of  any  description,  and 
shall  be  smooth,  close  grained,  sound,  tough  and 
of  true  forms  and  dimensions. 

85.  All  casting  must  be  done  in  accordance  with 
the  best  modern  foundry  practice  to  obtain  cast- 
ings of  the  very  best  quality.     Castings   above 
500  pounds  in  weight  shall  be  moulded  in  dry 
sand  or  loam.    Great  care  must  be  taken  to  make 
all  castings  as  nearly  'as  practicable  of  uniform 
thickness  throughout. 

86.  No  plugging  or  other  stopping  of  holes  or 
defects  of  castings  will  be  allowed. 

87.  The  cast  iron  used  in  the  steam  cylinders, 
the  steam  distribution  valves,  the  barrels  of  air 
pumps  and  the  water  plungers  shall  be  close,  fine 
grained,  hard  and  uniform  in  character  and  of 
good  wearing  qualities.    The  cast  iron  used  in  all 
other  parts  of  this  construction  shall  be  of  su- 
perior quality,  tough  and  of  even  grain,  and  shall 
possess  a  tensile  strength  of  not  less  than  22,000 
pounds  per  square  inch.     Test  bars  of  the  metal 
2  inches  by  I  inch,  when  broken  transversely,  24 
inches  between  supports  and  loaded  in  the  center, 
shall  have  a  breaking  load  of  not  less  than  2,200 
pounds,  and  shall  have  a  total  deflection  of  not 
less  than  0.35  of  an  inch  before  breaking. 


SPECIFICATIONS  FOR  PUMPING  ENGINES.  279 

88.  The  test  bars  shall  be  cast  as  nearly  as  pos-   Test  Ban. 
sible  to  the  above  dimensions  without  finishing, 

but  corrections  will  be  made  by  the  water  commis- 
sioner for  variations  in  thickness  and  width,  and 
the  corrected  results  must  conform  to  the  above 
requirements. 

89.  If  any  two  test  bars,  cast  the  same  day, 
show  a  tensile  strength  less  than  22,000  pounds 
per  square  inch,  or  do  not  show  the  required  cross 
breaking  load  or  deflection,  all  the  castings  made 
from  the  melting  from  which  the  samples  were 
taken  may  be  rejected. 

90.  All  steel  castings  used  in  the  construction 
shall  be  thoroughly  annealed  and  possess  a  tensile 
strength  of  65,000  to  75,000  pounds,  and  15  per 
cent,  elongation  in  two  inches. 

91.  All  steel  forgings  used  in  this  construction 
shall  be  equal  to  forgings  manufactured  by  the 
Otis  Steel  Company,  Cleveland,  Ohio,  and  have 
a  tensile  strength  of  not  less  than  75,000  pounds 
per  square  inch  of  section,  and  show  an  elonga- 
tion of  20  per  cent,  in  eight  diameters. 

92.  All   of   the   wrought   iron   used   shall   be   ^ro««h>  iron, 
tough,   fibrous   and   uniform   in   character,   and 
specimens  broken  in  the  testing  machine  shall 

show  a  tensile  strength  of  not  less  than  50,000 
pounds  per  square  inch,  with  an  elongation  of 
18  per  cent,  in  eight  diameters. 

93.  If  any  specimen  of  steel  or  wrought  iron 
shall  not  conform  to  the  above  requirements,  all 
material  of  the  lot  from  which  the  specimen  was 
taken,  will  be  rejected. 

94.  The  water  commissioner  may  take  at  ran-   Boita. 
dom  any  wrought  iron  bolt  and  nut,  and  have  it 
broken  in  a  testing  machine.     If  any  two  bolts 
shall  not  fill  the  above  stipulated  requirements  for 
wrought  iron,  the  whole  lot  of  that  size  and  make 
may  be  rejected;  the  effective  area  used  in  com- 
puting the  breaking  strength,  will  be  the  area  cor- 
responding to  the  smallest  diameter  at  the  bottom 

of  the  threads,  when  cut  in  accordance  with  the 
U.  S.  standard. 

95.  Rivets  shall  be  made  from  the  best  refined 
iron,  and  must  be  capable  of  being  bent  cold  until 
the  sides  are  in  close  contact  without  sign  of  frac- 
ture on  the  convex  side. 


280 


COMPLETE  SPECIFICATIONS. 


Rods. 


Composition. 


Phosphor 

Bronze. 


Tobin  Bronze. 


Test  Ban. 


96.  All  rolled  wrought  iron  shapes  shall  be  free 
from  twists,  bends,  seams,  blisters,  buckles,  cinder 
spots  or  imperfect  edges.     All  sheet  and  plate 
iron  must  be  capable  of  being  worked  at  a  proper 
heat  without  injury. 

97.  All  rods  shall  be  formed  in  one  continuous 
rolled  or  forged  piece  without  weld. 

98.  All  the  composition  metal  used  [excepting 
for  Tobin  bronze  and  hand  railing]  shall  consist 
of  the  best  quality,  new  material  only,  of  mix- 
tures specially  adapted  for  the  work  in  each  case, 
and  approved  by  the  water  commissioner. 

99.  All  Phosphor  bronze  used  must  be  homo- 
geneous and  uniform  in  character,  and  shall  have 
a  tensile  strength  of  not  less  than  30,000  pounds 
per  square  inch,  with  an  elongation  of  15  per 
cent,  in  eight  diameters. 

100.  All  Tobin  bronze  used  must  be  homo- 
geneous and  uniform  in  character,  and  specimens 
broken  in  a  testing  machine  shall  show  a  tensile 
strength   of   not   less   than   60,000   pounds   per 
square  inch,  and  an  elongation  of  20  per  cent,  in 
eight  diameters. 

101.  Finished    bolts    and    nuts    of   Tobin    or 
Phosphor  bronze  may  be  tested  in  the  same  man- 
ner as  specified  for  wrought  iron,  and  if  any  two 
bolts  shall  not  fulfill  the  requirements,  the  whole 
lot  of  that  size  and  make  will  be  rejected. 

102.  Test  specimens  and  samples  of  castings, 
forgings,  composition  or  any  other  material  used 
in  this  construction,  shall  be  prepared  ready  for 
testing  and  supplied  in  the  number,  shape,  finish 
and  sizes  required  by  the  water  commissioner, 
and  shall  be  prepared  as  may  be  directed  at  any 
time  during  the  pouring  or  working  of  the  ma- 
terials. 

For  all  material  taken  by  the  water  commis- 
sioner for  testing,  the  following  prices  will  be 
paid,  which  shall  include  the  cost  of  preparing 
and  finishing  the  test  specimens,  viz. : 

For  all  wrought  iron  or  steel,  the  sum  of  ten 
cents  per  pound. 

For  all  composition,  the  sum  of  thirty  cents 
per  pound. 

For  all  cast  iron,  the  sum  of  three  cents  per 
pound. 


SPECIFICATIONS  FOR  PUMPING  ENGINES  281 

All  broken  material  to  belong  to  the  city  of 
St.  Louis. 

103.  The  Babbitt  metal  used  throughout  the  Babbitt  MetaL 
construction  must  be  of  the  following  approxi- 
mate proportions  by  analysis:  88  per  cent,  pure 

tin,  eight  per  cent,  antimony,  and  four  per  cent. 
Lake  Superior  copper. 

104.  All  rubber  for  valves  and  gaskets  must  Rubber, 
be  of  a  suitable  quality,  approved  by  the  water 
commissioner  before  it  is  used. 

105.  All  other  material  used  in  the  engines  and  other  material*, 
not  mentioned  in  these  specifications  will  be  sub- 
ject to  inspection,  test  and  approval  by  the  water 
commissioner  before  it  is  used. 

CONSTRUCTION. 

106.  The  workmanship  and  finish  of  the  pump-   ^orkmanshfp 
ing  engines  throughout  shall  be  equal  to  the  best 
American  practice,  and  in  every  respect  satisfac- 
tory to  the  water  commissioner. 

107.  All   surfaces   worked   in   machine   tools  Mayh!neWorked- 
must  be  true  and  smooth,  and  accurately  conform 

to  the  drawings  in  shape,  size  and  alignment. 

1 08.  The  bearing  surfaces  of  all  sole  and  bed 
plates   and   parts   resting  on  masonry   shall  be 
planed. 

109.  If  fly-wheels  are  used,  the  parts  shall  be 
fitted  and  fastened  together  in  the  most  careful 
and  workmanlike  manner  and  the  outer  circum- 
ferences and  the  sides  of  the  rim  shall  be  turned 
smooth  and  true. 

no.  All  joints  of  bed  plate  and  frame  to  be  Joints, 
planed  or  faced  and  carefully  fitted. 

in.  The  steam  cylinders  shall  be  bored  in  a   Boring, 
vertical  position,  perfectly  smooth  and  truly  cylin- 
drical, with  a  boring  bar  of  proper  diameter. 

112.  Ail  circular  flanges  shall  be  faced  on  the  Turning, 
outer  circumference. 

113.  All  centers  of  lathe  work  must  be  made 
of  ample  size  and  carefully  preserved. 

114.  All  corners  in  journals  and  elsewhere  in 
turned  work  shall  be  rounded  to  proper  radii. 

115.  All  steam  joints  shall  be  made  in  an  ap-  Jolnt*- 
proved  manner,  with  a  very  thin  gasket  of  Jen- 
kins'  Usidurian  packing. 


282 


COMPLETE  SPECIFICATIONS. 


Journals. 


Straps,  eta 


Scraping. 


116.  All  water  joints  to  be  made  with  rubber 
or  paper  gaskets,  arranged  with  special  care  to 
prevent  blowing  out. 

117.  All  seats  of  steam  and  water  gates  must 
be  scraped  and  ground  tight. 

118.  All  journals  to  be  turned  straight,  cylin- 
drical and  smooth.    Particular  attention  and  care 
shall  be  paid  to  the  proper  fitting  and  scraping  of 
all  journal  boxes,  to  make  the  same  of  an  extra- 
ordinarily good  bearing  surface,  and  accurate  fit 
to  their  housings  or  carrying  members. 

119.  Straps,  gibs,  keys,  reamed  bolts  and  boxes 
of  all  connecting.rods  must  be  fitted  with  the  ut- 
most care  and  accuracy,  and  finished  in  a  thor- 
ough and  workmanlike  manner. 

120.  The  final  fitting  marks  shall,  for  all  parts, 
be  preserved   for  examination  and   must  in  all 
cases  be  satisfactory  to  the  water  commissioner. 

121.  All  journal  boxes,  pins,  keys  and  other 
details  of  the  machinery  shall  be  taken  apart  at 
any  time  during  the  process  of  fitting  or  erecting, 
when  the  water  commissioner  so  directs,  to  allow 
v&  thorough  examination  of  fit  and  workmanship. 

122.  If  gear  wheels  are  used  in  the  valve  mo- 
tion of  the  engines,  they  shall  be  properly  de- 
signed and  accurately  cut  in  gear  cutting  ma- 
chines. 

Cam  Treads,  etc.  123.  The  treads  of  cams  and  other  parts  of  the 
valve  motion  subject  to  intermittent  or  sudden 
motion  and  heavy  wear  shall  be  of  tempered  steel 
or  case  hardened  iron. 

124.  The   tempering   or   hardening   processes 
must  be  so  conducted  that  parts  will  retain  their 
proper   size  and   shapes  and   have  the  requisite 
hardness. 

125.  All  parts  of  the  engines  must  be  well  se- 
cured and  correctly  centered  with  accurately  fitted 
dowel  pins,   reamed  bolts  or  male  and   female 
joints. 

126.  All  flanges  must  be  cast  solid,  and  all 
bolt  holes  shall  be  drilled  with  perfectly  sharp- 
•ened  and  centered  twist-drills  to  insure  accurate 
round  holes. 

127.  All  dowel  pins  must  be  of  proper  taper, 
and  well  fitted;  and  where  necessary,  shall  have 
proper  facilities  for  removal. 


Gear. 


Tempering  or 
Hardening. 


Centering. 


Bolting. 


Dowel  Pina. 


SPECIFICATIONS  FOR  PUMPING  ENGINES. 


283 


128.  All   holes   intended    to   receive    tapering 
parts  shall  be  carefully  reamed  and  ground  and 
the  tapering  parts  driven  or  forced  into  place. 

129.  Nuts  and  bolts  and  all  threads  shall  be  of 
the  U.  S.  standard,  except  where  special  threads 
are  necessary. 

130.  The  threads  and  shanks  of  all  bolts  above 
y%  inch  in  diameter  shall  be  cut  and  turned  in 
the  lathe,  and  the  ends  of  all  bolts  shall  be  fin- 
ished to  a  neat  conical  or  hemispherical  point. 

131.  The  resting  surface  for  nuts  and  heads  of 
all  bolts  shall  be  faced  to  present  a  smooth,  plane 
surface,  square  to  the  axis  of  the  bolt. 

132.  Case  hardened,  finished  and  polished  nuts 
shall  be  used  in  all  exposed  work  above  the  upper 
floor  level,  and  also  for  all  parts  requiring  fre- 
quent removal  and  adjusting.    All  other  nuts  and 
boltheads  above  the  upper  floor  level,  and  nuts 
for  all  stuffing  boxes,  and  at  such  other  places  as 
may  be  necessary,  shall  be  finished. 

133.  Finished  Phosphor  bronze  nuts  and  rolled 
Tobin  bronze  studs  and  bolts  to  be  used  for  all 
fastenings  inside  the  pump  chambers,  and  for  all 
glands  of  stuffing  boxes  of  the  pump  end. 

134.  Cold  pressed  nuts  shall  be  used  for  all 
stationary  parts  of  the  pump  chambers,  and  in  all 
cases  where  not  otherwise  specified. 

135.  All  nuts  and  bolt  heads  shall  be  hexagonal 
in  shape  and  must  be  faced  on  top  and  bottom. 
The  sides  shall  fit  their  wrenches  accurately. 

136.  All  key-  ways  and  keys  must  be  accurately 
fitted  and  properly  driven  or  forced  into  place,  and 
must  be  of  appropriate  size  and  taper. 

137.  All  riveted  work  shall  be  specially  de- 
signed for  its  particular  uses,  and  executed  in  a 
thorough  and  workmanlike  manner. 

138.  All  riveted  joints  subject  to  pressure  shall 
be  thoroughly  and  neatly  calked  with  a  round- 
nosed  tool. 

139.  All  connecting  rods,  links  and  valve  rods 
shall  be  draw-file  finished. 

140.  All   bright   and    specially   finished    work 
must  be  of  the  highest  grade  and  entirely  free 
from  scratches,  specks  and  flaws. 

141.  All  visible  composition  work  shall  have  a 
bright  finish. 

142.  All  exposed  machine  worked  surfaces  of 


Thread* 


Finished  Nut». 


Cold  Pressed 
Nuts. 


Hexagonal. 


Keys. 


Calking. 


Finishing. 


284 


COMPLETE  SPECIFICATIONS. 


all  parts  above  the  upper  floor  level  and  of  all 
moving  parts,  except  fly-wheels,  shall  have  a 
bright  finish. 

Lasgins»  143.  The  steam  cylinders,  steam  chests,  re- 

heaters,  steam  and  distribution  pipe  and  other 
heated  surfaces  of  the  machinery,  when  neces- 
sary, shall  be  protected  by  neat  mahogany  or 
walnut  lagging,  securely  fastened  and  held  in 
place  by  brass  bands  and  button-headed  brass 
screws,  or  by  bright  finished  false  covers. 

Covering.  144.  All  steam  pipes  and  heated  surfaces  shall 

be  protected  with  approved  non-conductors  to  the 
depth  of  flanges. 

145.  The  material  to  be  used  -in  covering  steam 
pipes,  cylinders,  reheaters  and  all  protected  parts, 
and  the  method  of  its  application,  shall  be  sub- 
ject to  approval  by  the  water  commissioner. 

146.  No  non-conductors,  lagging  or  false  cov- 
ers shall  be  applied  until  the  construction  has  been 
thoroughly  tested  by  working  steam  pressure  and 
all  leakages  and  defects  developed  have  been  thor- 
oughly remedied. 

ERECTION. 

in  shop.  147.  The  contractor  shall  erect  in  the  shop  such 

parts  of  the  steam  and  water  ends  of  the  engines 
as  may  be  necessary,  in  order  that  the  final  erec- 
tion can  be  carried  on  with  despatch  in  a  thorough 
and  workmanlike  manner. 

Transporting.  148.  The  contractor  shall,  at  his  own  expense 
and  risk,  transport  all  parts  of  the  machinery  to 
the  pumping  station,  but  will  be  allowed  the  use 
of  the  power  traveling  crane  in  the  engine  house 
for  erecting. 

Masonry.  149.  All  foundations  and  piers  required  for  the 

support  and  anchorage  of  the  engines,  in  addition 
to  that  shown  in  the  city's  drawings,  will  be 
built  by  the  city  of  St.  Louis,  to  drawings  fur- 
nished by  the  contractor.  All  foundation  piers 
will  be  built  of  first-class  coursed  cut  stone  ma- 
sonry and  provided  with  granite  capstones  of  ap- 
propriate sizes,  and  charged  to  the  contractor  at 
$20  per  cubic  yard. 

Pail  Boxes,  etc.  150.  The  contractor  shall  deliver  at  the  pump- 
ing station  all  bolts,  washers,  wall  boxes,  girders, 
etc.,  intended  to  be  inserted  in  the  masonry,  in 


SPECIFICATIONS  FOR  PUMPING  ENGINES. 


285 


ample  time  to  prevent  delay  during  the  building 
of  the  foundation  walls  ?nd  piers. 

151.  The  contractor  shall  be  responsible  for 
the  proper  and  exact  location  of  all  parts,  when 
placed  in  accordance  with  his  drawings  and  temp- 
lets. 

152.  The  contractor  shall  do  all  work  neces- 
sary to  erect,  fit  and  secure  the  engines  in  the 
pump  pit  upon  the  foundation  piers  as  completed 
and  built  by  the  city  of  St.  Louis. 

153.  Every  sole  plate,  girder,  bed  plate  and 
casting  resting  on  or  secured  to  masonry,  sh-\ll 
be  provided  with  a  rust  joint  of  sufficient  thick- 
ness, carefully  driven  and  packed  and  consisting 
of  ingredients  satisfactory  to  the  water  commis- 
sioner. 

154.  Great  care  shall  be  taken  in  the  erection 
of  the  engines  to  place  and  secure  the  various  sole 
and  bed  plates  upon  solid,  plane  and  smooth  bear- 
ings.   All  joints  between  stationary  details  must 
be  made  with  the  utmost  accuracy  and  precision, 
insuring  perfect  and  permanent  alignment.    None 
of  the  parts  shall  be  unduly  strained  in  lining  up. 

155.  The  contractor  shall  so  conduct  his  opera- 
tions as  not  to  interfere  with  the  work  of  other 
contractors,  and  the  disposal  of  his  tools  and  ma- 
terials during  storage  and  erection  will  be  sub- 
ject to  the  approval  of  the  water  commissioner. 

156.  The  party  of  the  second  part  will  furnish 
and  set  the  gate  valves  of  the  suction  pipes,  but 
the  contractor  shall  pump  out  all  accumulated 
water  in  the  pump  pit  before  commencing  erec- 
tion, and  do  all  necessary  pumping  during  erec- 
tion of  engines. 

157.  All  finished  parts  must  be  well  protected 
in  shops  and  during  transportation  to  prevent  in- 
jury and  abrasion. 

158.  All  injured  parts  must  be  replaced,  when 
in  the  judgment  of  the  water  commissioner,  re- 
fitting will  not  suffice. 

159.  The  contractor  shall  remove  all  staging 
used  in  erecting  the  engines,  and  leave  the  pump 
pit,  engine  room  and  premises  neat  and  clean. 

160.  The  contractor  shall,  at  his  own  cost,  make 
good  all  damages  to  masonry,  buildings,  or  other 
property  of  the  city  of  St.  Louis,  occasioned  by 


In  Pit 


Rust  Joint. 


Bearings. 


Other  Work. 


Water 


Protection  of 

Parts. 


Damage. 
Cleaning  up. 


Damage  to 
Masonry,  etc. 


286 


COMPLETE  SPECIFICATIONS. 


Storage  of  Ma- 
chinery Parts. 


Parafflne  Var- 
nish. 


Ofl  paint 


Finished  Iron 
Work. 


Pressure. 


the  contractor  or  his  employees  in  the  transporta- 
tion and  erection  of  the  machinery. 

161.  The  city  of  St.  Louis  will  furnish  space 
within  its  premises  for  the  reception  of  the  vari- 
ous parts  of  the  machinery,  but  shall  not  be  re- 
sponsible for  the  safe  keeping  of  these  parts,  nor 
for   damage  caused  to  them   from  exposure  or 
other  cause. 

PAINTING. 

162.  All  castings  and  details  must  be  inspected 
and  approved  before  painting,  and  in  no  case  shall 
the  paint  or  pitch  be  applied  until  all  surfaces  are 
trimmed  and  thoroughly  cleaned. 

163.  All  unfinished  iron  work  not  visible  from 
the  engine  room  floor   (except  where  otherwise 
required)  and  that  above  the  floor  intended  to  be 
encased,  shall  be  thoroughly  painted  inside  and 
out  with  three  coats  of  No.  I  pararfine  varnish, 
applied  hot.    The  first  coat  shall  be  put  on  at  the 
shop,  and  the  others  after  erection,  excepting  for 
inside  surfaces  of  pumps,  pipes,  etc.,  which  shall 
receive  two  coats  at  the  shop  and  one  after  erec- 
tion. 

164.  All  unfinished  iron  work  visible  from  the 
engine  room  floor,  shall  be  thoroughly  cleaned, 
rubbed  down  and  painted  with  four  coats  of  a 
good  quality  of  paint  and  strictly  pure  linseed  oil. 
The  first  coat  shall  be  put  on  at  the  shop  and  the 
others  after  erection. 

165.  The  paint  shall  be  of  a  grade  and  color 
approved  by  the  water  commissioner,  and  shall 
be  applied,  striped  and  varnished  to  his  satisfac- 
tion. 

1 66.  All  parts  to  be  covered  by  non-conductors 
must  be  thoroughly  cleaned  and  freed  from  rust, 
and  painted  with  three  coats  of  paint  of  a  kind, 
color  and  quality  to  be  determined  by  the  water 
commissioner  before  application  of  the  non-con- 
ductors. 

167.  All  finished  and  polished  surfaces  must 
be  kept  entirely  free  from  rust  until  erected  and 
finally  accepted. 

TESTING. 

1 68.  After  erection  has  been  completed,  and  be- 
fore the  final  painting,  a  blank  flange  shall  be 


SPECIFICATIONS  FOR  PUMPING  ENGINEa 


287 


bolted  on  the  out-door  end  of  the  discharge  pipe, 
and  the  whole  construction  tested  with  hydraulic 
pressure.  A  force  pump  shall  be  connected  to  the 
discharge  pipe,  and  a  pressure  of  200  pounds  per 
square  inch  applied  in  such  manner  as  to  test  the 
pumps,  pump  valves,  air  vessels,  discharge  pipes, 
pump  rods  and  the  frames  of  the  engines.  After 
this  test  the  engine  is  to  be  run  to  full  capacity, 
discharging  through  the  pressure  relief  valves  for 
the  purposes  of  testing  same ;  a  further  test  to  be 
made  by  suddenly  opening  gate  on  pump  main  to 
test  speed  controlling  device  mentioned  in  sec- 
tion 67. 

These  tests  must  be  conducted  by  the  contractor 
with  great  care  and  in  a  manner  satisfactory  to 
the  water  commissioner. 

The  contractor  shall  furnish  all  labor  necessary, 
and  all  piping,  cocks,  valves,  gauges,  force  pumps, 
flanges  and  appliances  required  in  the  tests. 

169.  For  the  purpose  of  determining  the  duty 
of  the  engines  furnished  under  this  contract,  there 
shaH  be  an  expert  duty  test  of  twenty-four  hours 
continuous  run  for  each  engine.    These  tests  shall 
be  conducted  by  three  experts,  one  to  be  selected 
by  the  water  commissioner,  one  by  the  contractor, 
and  the  two  thus  named  to  select  the  third. 

The  duty  tests  shall  be  conducted  for  one  en- 
gine at  a  time,  unless  otherwise  ordered  by  the 
water  commissioner. 

170.  The  water  of  condensation  from  all  steam 
jackets  and  reheaters  shall  be  gathered  and  its 
weight    carefully    determined,    and    it    shall    be 
charged  against  the  engines  during  all  of  the 
duty  tests. 

171.  The  total  weight  of  water  fed  to  the  boil- 
ers   during    the   tests    shall    be    considered    the 
amount  of  steam  used  when  corrected  for  en- 
trainment  exceeding  two  per  cent. 

172.  Steam  used  for  running  the  boiler  feed 
pumps  during  the  duty  tests  will  not  be  charged 
against  the  engines. 

173.  The  twenty-four  hours'  duty  test  shall  be 
made  with  the  water  in  the  wet  well  at  an  ap- 
proximate elevation  of   no,  and  shall  be  con- 
ducted by  the  experts  selected  in  accordance  with 
section  169  of  this  contract. 


Duty-Tart. 


Expert  It* 


288 

Speed. 


Head  (h). 


Wrenches 


Indicators. 


COMPLETE  SPECIFICATIONS. 

174.  If,  in  the  opinion  of  the  water  commis- 
sioner, the  speed  of  the  engines  at  any  time  dur- 
ing the  twenty-four  hours'  test  is  such  as  to  jeop- 
ardize their  safety,  he  shall  have  the  right  to  order 
them  run  at  such  reduced  speed  as  will  give  a 
smooth  and  quiet  action. 

175.  The  head  (h)  to  be  inserted  into  the  form- 
ula for  computing  the  duty  of  the  engines  dur- 
ing the  running  test,  shall  be  ascertained  by  at- 
taching a  gauge  to  the  discharge  pipe  close  to 
where  it  turns  into  and  runs  through  the  founda- 
tion walls  of  the  pit,  and  by  the  elevation  of  the 
water  in  the  wet  well. 

176.  Any  part  or  detail  of  the  engines  show- 
ing undue  strain  or  weakness  of  any  description, 
must  be  replaced,  and  all  defects  developed  in 
these  tests  shall  be  corrected  by  the  contractor  to 
the  entire  satisfaction  of  the  water  commissioner. 

ADDITIONAL  APPLIANCES. 

177.  The  contractor  shall  furnish  for  all  sizes 
of  bolts  a  complete  set  of  wrenches  for  each  en- 
gine, accurately  fitted  to  the  respective  sizes  of 
nuts.     The  wrenches  for  all  finished  nuts  about 
the  engines  shall  have  a  bright  finish  and  shall 
be  marked  with  their  respective  sizes. 

178.  Each  engine  shall  be  provided  with  one 
steam  gauge,  graduated  from  o  to  250  pounds, 
one  vacuum  gauge,  one  suitable  steam  gauge  on 
each  receiver  (if  such  be  employed  in  the  con- 
struction), and  one  engine   revolution  counter; 
all  of  them  to  have  brass  cases,  triple  silver  plated, 
and  placed  convenient  for  observation.    The  dials 
of  gauges  to  be  ten  (10)  ir.ches  in  diameter. 

179.  Each  of  the  air  vessels  of  the  pumps  shall 
be  provided  with  one  glass  water  gauge  of  satis- 
factory design.     The  hot  well   for  each  engine 
shall  be  provided  with  a  suitable,  permanently  at- 
tached thermometer  of  appropriate  design. 

1 80.  The  contractor  shall  furnish  one  steam  in- 
dicator for  each  steam  cylinder  and  three  indi- 
cators for  the  main  pumps,  and  one  indicator  for 
the    air    pumps.      The    indicators    shall    be    the 
Thompson,  Crosby  or  Tabor. 

181.  Each  steam  cylinder,  main  and  air  pumps 
of  the  two  engines  shall  be  provided  with  perma- 
nent piping,  fixtures  and  motion  appliances  for 


SPECIFICATIONS  FOR  PUMPING  ENGINES.  289 

attaching  and  working  the  indicators.  All  valves, 
cocks,  pipes  and  appliances  for  the  attachment  of 
the  indicators  to  the  steam  cylinders  and  pumps 
shall  be  made  of  composition,  of  ample  size  and 
complete  in  every  respect. 

182.  All  journals  must  be  provided  with  sight- 
feed  oil  cups.    There  shall  also  be  brass  drip  pans 
or  pockets  at  all  journals  and  oiling  places  to 
catch  lubricants. 

183.  The  steam  cylinders  shall  be  fitted  with 
sight-feed  lubricators. 

184.  There  shall  be  valves,  pipes  and  drip  pans 
at  all  places  where  necessary,  for  receiving  and 
conveying  water  from  stuffing  boxes,  etc. 

185.  The  contractor  shall  furnish  an  extra  set 
of  suction  valves  and  an  extra  set  of  discharge 
valves  with  all  parts  complete. 

REPAIRS. 

1 86.  Near  the  end  of  the  year  of  probation,  the 
water  commissioner  will  make  examination  of  the 
engines,  and  any  part  or  detail  found  to  be  de- 
fective or  injured  through  excessive  wear,  over- 
strain, bad  material  or  faulty  design,  shall  be  re- 
placed by  the  contractor,  at  his  own  cost  and  ex- 
pense, to  the  satisfaction  of  the  water  commis- 
sioner. 

The  said  part  of  the  first  part  further  agree 
that  all  the  work  contemplated  and  described  in 
this  contract  and  the  foregoing  specifications, 
shall  be  done  in  acordance  with  the  general  draw- 
ings approved  by,  and  on  file  in  the  office  of,  the 
board  of  public  improvements,  and  with  the  de- 
tail working  drawings  submitted  to  and  approved 
by  the  water  commissioner.  It  is  further  agreed 
that  the  drawings  and  specifications  form  a  part 
of  this  contract,  and  that,  if  any  discrepancies  ap- 
pear between  any  of  the  drawings  and  the  speci- 
fications, or  between  any  of  the  several  drawings 
in  themselves,  such  discrepancies  shall  be  ad- 
justed by  the  contractor  to  the  satisfaction  of  the 
water  commissioner.  And  it  is  further  expressly 
agreed  that  the  approval  of  the  general  and  work- 
ing drawings  shall  not  in  any  case  relieve  the 
contractor  from  any  of  his  responsibilities  under 
this  contract. 
.9 


290  COMPLETE  SPECIFICATIONS. 

H         The  said  part       of  the  first  part  hereby  ex- 
pressly agree       that  the  inspection  of  materials 

and  workmanship  shall  not  relieve of 

any  of  obligations  to  perform  sound  and 

reliable  work,  as  herein  described.  And  the  said 
part  of  the  first  part  further  agree  to  repair 
or  replace  any  defective  part  or  piece  of  the 
pumping  engines  during  one  year  from  the  end 
of  the  24  hours'  running  test,  at  his  own  cost  and 
expense. 

And  it  is  further  agreed  that  during  the  afore- 
said year,  the  water  commissioner  may  make  all 
necessary  repairs  requiring  prompt  attention,  and 
that  the  cost  of  such  repairs  shall  be  borne  by  the 
contractor. 

I  And  it  is  further  agreed  that  any  work  not 
herein  specified  which  may  be  fairly  implied  as 
included  in  this  contract,  of  which  the  water  com- 
missioner shall  judge,  shall  be  done  by  the  con- 
tractor without  extra  charge.  The  contractor 
shall  also  do  such  extra  work  in  connection  with 
this  contract  as  the  water  commissioner  may  in 
writing  specially  direct,  and  the  price  for  such 
extra  wrork  shall  be  fixed  by  the  water  commis- 
sioner, but  no  claim  for  extra  work  shall  be  al- 
lowed, unless  the  same  was  done  in  pursuance  of 
a  written  order,  as  aforesaid. 

J  The  said  part  of  the  first  part  further  agree 
that  the  work  embraced  in  this  contract  shall  be 
begun  within  one  week  after  written  notice  so  to 
do  shall  have  been  given  to  the  contractor  by  the 
water  commissioner,  and  continued  (unless  the 
said  commissioner  shall  otherwise  in  writing  spe- 
cially direct),  with  such  force  and  in  such  man- 
ner as  to  secure  its  completion  within  twenty-six 
months  thereafter,  the  time  of  beginning,  rate  of 
progress,  and  time  of  completion  being  essential 
conditions  of  this  contract.  And  the  part  of 
the  first  part  further  agree  that  if  the  pumping 
engines  to  be  furnished  under  this  contract  are 
not  completed  at  the  time  above  specified,  then 
there  shall  be  retained  by  said  second  party,  as 
ascertained  and  liquidated  damages,  the  sum  of 
fifty  ($50.00)  dollars  per  day  for  every  day  there- 
after until  said  engines  are  ready  for  service. 

K         The  party  of  the  second  part  agrees  to  have  the 
piwnp  pits  ready  for  the  commencement  of  the 


SPECIFICATIONS  FOR  PUMPING  ENGINEa  291 

erection  of  the  engines  within  twenty  months,  and 
to  have  the  steam  ready  for  testing  and  running 
the  engines  twenty-three  months  after  the  date 
of  the  above  notice  to  begin  work. 

And  the  part      of  the  first  part  further  agree         L 
that      shall  not  be  entitled  to  any  claim  for  any 
hindrance  or  delay  from  any  cause  whatever  in 
the  progress  of  the  work,  or  any  portion  thereof ; 
but  any  hindrance  or  delay  occasioned  by  the 
party  of  the  second  part  shall  entitle  said  part 
of  the  first  part  to  an  extension  of  the  time  for 
completing  this  contract,  sufficient  to  compensate 
for  the  detention,  the  same  to  be  determined  by 
the  water  commissioner. 

The  said  part  of  the  first  part  further  agree  M 
that  will  not  sublet  the  work  to  be  done  under 
this  contract,  but  will  keep  the  same  under  con- 
trol, and  that  will  not  assign  the  same  by  power 
of  attorney  or  otherwise,  and  that  will  at  all 
times  have  a  representative  present  where  any 
work  is  in  progress  under  this  contract.  When- 
ever it  may  be  desired  to  give  directions,  orders 
will  be  given  by  the  water  commissioner  and 
obeyed  by  the  contractor's  representative  who 
may  have  charge  of  the  particular  work  in  ref- 
erence to  which  orders  are  given.  If  any  person 
employed  by  the  contractor  on  the  work  should 
appear  to  the  water  commissioner  to  be  incom- 
petent or  disorderly,  he  shall,  upon  the  requisi- 
tion of  the  water  commissioner,  be  at  once  dis- 
charged and  not  again  employed. 

It  is  further  agreed  that  if  the  part  of  the  N 
first  part  shall  assign  this  contract,  or  abandon 
the  work  to  be  done  under  this  agreement,  or 
shall  neglect  or  refuse  to  comply  with  the  speci- 
fications or  stipulations  herein  contained,  the 
board  of  public  improvements  shall  have  the 
right,  with  the  consent  of  the  mayor,  to  annul 
and  cancel  this  contract,  and  to  relet  the  work 
or  any  part  thereof;  and  such  annulment  shall 
not  entitle  the  contractor  to  recover  damages  on 
account  thereof:  nor  shall  it  affect  the  right  of 
the  city  of  St.  Louis  to  recover  damages  which 
may  arise  from  such  failure. 

And  the  said  first  part      hereby  agree      to  pro-     Q 
tect  and  defend  and  save  harmless  the  said  city 
of  St.  Louis  against  any  demand  for  patent  fees 


292  COMPLETE  SPECIFICATIONS. 

on  any  patented  invention,  article  or  ar\\\Vffe- 
ment  that  may  be  used  by  said  first  part  <n  the 
pumping  engines  furnished  under  this  contract. 

P  The  said  part  of  the  first  part  further  agree 
to  indemnify  and  save  harmless  the  city  of  St. 
Louis  from  all  suits  or  actions  brought  against 
the  said  city  on  account  of  injuries  or  damages 
received  or  sustained  by  any  party  or  parties  dur- 
ing the  construction  of  the  pumping  engines,  o1 
by  or  in  consequence  of  any  negligence  in  guard- 
ing the  same,  or  any  improper  materials  used  ir 
the  construction,  or  by  or  on  account  of  any  act 
or  omission  of  the  said  part  of  the  first  part  or 
agents. 

Q  The  part  of  the  first  part  further  agree 
that  each  engine  furnished  under  this  contract 
shall  have  a  pumping  capacity  of  ten  million  U.  S. 
gallons  in  twenty-four  hours.  The  capacity  to 
be  at  a  speed  that  will  insure  smooth  and  quiet 
action,  and  to  be  determined  by  the  experts  dur- 
ing the  duty  test. 

R  The  part  of  the  first  part  hereby  agree 
that  the  pumping  engines  furnished  under  this 
contract  shall  perform,  during  a  running  test  of 
twenty-four  hours,  a  duty  of  one  hundred  and 
twenty-five  million  foot-pounds  per  thousand 
pound's  of  commercially  dry  steam. 

The  part       of  the  first  part  further  agree 
that  in  case  either  engine  fails  to  perform  a  duty 
of   one   hundred   and   twenty-five   million    foot- 
pounds per  thousand  pounds  of  steam,  during 

the  working  test  of  twenty-four  hours, 

will  pay  to  the  party  of  the  second  part,  as  an 
agreed  measure  of  damages  for  lack  of  efficiency 
of  the  engine,  in  the  ratio  of  $2,500.00  for  each 
one  million  foot-pounds  which  the  duty  falls  be- 
low one  hundred  and  twenty-five  million. 

In  case  either  engine  exceeds,  during  the 
twenty-four  hours'  working  test,  an  average  duty 
of  one  hundred  and  twenty-five  million  foot- 
pounds per  thousand  pounds  of  steam,  the  party 
of  the  second  part  agrees  to  pay  to  the  part  of 
the  first  part,  as  a  reward  for -the  superior  effi- 
ciency of  the  engine,  an  amount  to  be  in  the  ratio 
of  $1,000.00  for  each  one  million  foot-pounds 
which  the  duty  comes  above  one  hundred  and 
twenty-five  million. 


SPECIFICATIONS  FOB  PUMPING  ENGINES*  293 

On  condition  of  the  true  and  faithful  perform-     S 
ance  of  all  the  conditions  of  this  agreement  and 
specifications,  the  said  party  of  the  second  part 
agrees  to  pay  to  said  part      of  the  first  part  the 

sum  of dollars,  subject  to  such  additions  or 

deductions  as  are  authorized  by  the  provisions 
and  conditions  of  this  contract,  in  full  payment 
for  all  the  work  and  materials,  designs  and  draw- 
ings required  by  this  contract,  embracing  the  sat- 
isfactory construction  and  erection  of  such  pump- 
ing engines  and  appurtenances  as  are  herein  de- 
fined and  described  in  all  their  parts  and  require- 
ments. 

Payments  on  account  will  be  made  as  follows, 
viz.: 

a.  On  or  about  the  first  of  each  month,  the     T 
water  commissioner  shall  cause  an  approximate 
estimate  to  be  made  of  the  value  of  the  materials 
and  work  done,  based  on  the  total  amount  to  be 
paid  for  the  engines ;  from  the  amount  so  found 

he  shall  deduct  20  per  cent,  and  all  sums  previ- 
ously paid  or  retained  under  this  contract,  and 
certify  the  remainder  as  then  due.  Provided, 
however,  that  nothing  herein  contained  shall  be 
construed  to  affect  the  right  of  the  city  of  St. 
Louis,  hereby  reserved,  to  reject  the  whole  or  any 
portion  of  the  work  aforesaid,  should  the  said 
certificates  be  found  or  known  to  be  inconsistent 
with  the  terms  of  this  agreement,  or  otherwise 
improperly  given. 

b.  When  the  twenty-four  hours'  running  test 
shall  have  been  satisfactorily  completed,  the  water 
commissioner   shall    make   an   estimate   for   the 
amount  of  the  contract  price,  less  10  per  cent, 
and  all  sums  retained  under  this  contract. 

It  is  further  agreed  that  the  water  commis- 
sioner shall  have  charge  of  and  operate  the  en- 
gines furnished  under  this  contract,  during  the 
twenty-four  hours'  duty  test,  and  the  year  fol- 
lowing, and  that  the  part  of  the  first  part  shall 
not  be  relieved  or  released  thereby  from  any  of 
obligations  under  this  contract. 

At  the  end  of  said  year,  the  pumping  engines 
and  appurtenances,  if  found  to  be  in  good  work- 
ing condition,  shall  be  finally  accepted,  and  the 
water  commissioner  shall  make  and  certify  a  final 


294  COMPLETE  SPECIFICATIONS. 

estimate  in  favor  of  the  first  part  and  the  re- 
sponsibility of  said  first  part  shall  then  cease. 

U         The  said  part      of  the  first  part  further  agree 

that shall  not  be  entitled  to  demand  or 

receive  payment  for  any  portion  of  the  aforesaid 
work  or  materials,  except  in  the  manner  set  forth 
in  this  agreement;  nor  until  each  and  all  of  the 
stipulations  hereinbefore  mentioned  are  complied 
with,  and  the  water  commissioner  shall  have 
given  his  certificate  to  that  effect.  The  party  of 
the  second  part  hereby  agrees  and  binds  itself  to 
pay  the  said  part  of  the  first  part  in  cash,  the 
whole  amount  of  money  accruing  to  the  said 
part  of  the  first  part  under  this  contract,  ex- 
cepting such  sum  or  sums  as  may  be  lawfully  re- 
tained under  any  of  the  provisions  of  this  con- 
tract hereinbefore  set  forth,  upon  the  giving  by 
the  said  part  of  the  first  part  to  the  party  of 
the  second  part  a  release  from  all  claims  and  de- 
mands whatsoever  growing  out  of  this  agree- 
ment. 

V  This  agreement  is  entered  into  subject  to  the 
city  charter  and  ordinances  in  general,  and  in 
particular  to  the  following  provisions  of  arti- 
cle VI.,  section  28,  of  said  charter,  to  wit: 

"a."  The  aggregate  payments  under  this  con- 
tract shall  be  limited  by  the  appropriations  made 
therefor. 

"b"  On  ten  days'  notice  the  work,  under  this 
agreement,  may,  without  cost  or  claim  against 
the  city,  be  suspended  by  the  board  of  public  im- 
provements, with  the  approval  of  the  mayor,  for 
want  of  means  or  other  substantial  cause.  Pro- 
vided, that  on  the  complaint  of  any  citizen  and 
tax  payer,  that  any  public  work  is  being  done 
contrary  to  contract,  or  the  work  or  material  used 
is  imperfect  or  different  from  what  was  stipu- 
lated to  be  furnished  or  done,  the  said  board 
shall  examine  into  the  complaint  and  may  ap- 
point two  or  more  competent  commissioners  to 
examine  and  report  on  said  work,  and  after  such 
examination,  or  after  considering  the  report  of 
said  commissioners,  they  shall  make  such  order 
in  the  premises  as  shall  be  just  and  reasonable, 
and  what  the  public  interests  seem  to  demand, 
and  such  decision  shall  be  binding  on  all  parties. 
The  cost  of  such  examination  shall  be  borne  by 


SPECIFICATIONS  FOR  PUMPING  ENGINE&  295 

the  contractor,  if  such  complaint  is  decided  to  be 
well  founded,  and  by  the  complainant  if  found  to 
be  groundless. 

Ordinance    16,514,    approved    December    22,     W 
1891,  is  hereby  made  part  of  this  contract,  and 
must  be  observed  in  all  its  provisions,  namely : 

SECTION  I.  All  contracts  hereafter  entered 
into  wherein  the  city  of  St.  Louis  is  a  party,  for 
the  doing  of  any  kind  of  work  or  labor  for  the 
city  of  St.  Louis,  including  work  on  all  public 
buildings,  works  and  enterprises,  shall  contain  the 
following  terms  and  conditions :  (a)  That  the 
men,  persons  or  laborers  who  may  be  employed 
in  the  doing,  prosecuting,  or  accomplishment  of 
such  work  done  by  the  contractor  with  the  city 
of  St.  Louis,  or  any  one  under  him,  or  any  person 
controlling  the  said  men,  persons  or  laborers, 
shall  not  be  required  to  work  more  than  eight 
hours  a  day;  (b)  That  in  case  of  the  violation  of 
such  provisions  of  such  contracts,  the  mayor  shall 
immediately  declare  such  contracts  canceled  and 
forfeited,  and  the  work  being  done  under  such 
contracts  shall  be  relet  in  the  manner  provided 
for  the  letting  of  such  work,  and  such  contractor 
shall  thereafter  be  ineligible  to  bid  upon  such 
work  under  such  reletting,  and  the  difference  in 
the  cost  of  doing  such  work  under  such  contract 
so  canceled  and  forfeited,  and  under  such  re- 
letting,  shall  be  sued  for  on  the  bond  of  such  con- 
tractor so  violating  such  contract. 

For  the  faithful  performance  of  all  and  singu- 
lar the  terms  and  stipulations  of  this  contract,  in 

every  particular,  the  said part      of  the 

first  part,  as  principal,  and as  securi- 
ties, hereby  bind  themselves  and  their  respective 
heirs,  executors  and  administrators,  unto  the  said 
city  of  St.  Louis,  in  the  penal  sum  of dol- 
lars, lawful  money  of  the  United  States,  condi- 
tioned that  in  the  event  the  said shall 

faithfully  and  properly  perform  the  foregoing 
contract  according  to  all  the  terms  thereof,  and 
shall  as  soon  as  the  work  contemplated  by  said 
contract  is  completed,  pay  to  the  proper  parties 
all  amounts  due  for  material  and  labor  used  and 
employed  in  the  performance  thereof,  then  this 
obligation  to  be  void,  otherwise  of  full  force  and 
effect,  and  the  same  may  be  sued  on  at  the  in- 


2%  COMPLETE  SPECIFICATIONS. 

stance  of  any  material  man,  laboring  man  or  me- 
chanic, in  the  name  of  the  city  of  St.  Louis,  to 
the  use  of  such  material  man,  laboring  man  or 
mechanic,  for  any  breach  of  the  condition  here- 
of ;  provided,  that  no  such  suit  shall  be  instituted 
after  the  expiration  of  ninety  days  from  the  com- 
pletion of  said  contract. 

In  witness  whereof,  the  said part 

of  the  first  part,  as  principal,  and se- 
curities, parties  of  the  first  part,  have  hereunto 
set  their  hands  and  seals  respectively,  and  the 
city  of  St.  Louis,  party  of  the  second  part,  acting 
by  and  through  the  board  of  public  improvements 
aforesaid,  have  subscribed  these  presents  the  day 
and  year  first  above  written. 

WITNESS : 


seal 
seal 
seal 
.seal 
The  cLy  of  St.  Louis  by 

President  Board  of  Public  Improvements. 

Countersigned :  , 

Comptroller. 
CITY  COUNSELOR'S  OFFICE. 

St.  Louis, ,  18 — . 

The  foregoing  agreement  and  bond  are  in  due 
form  according  to  law. 


City  Counselor. 
MAYOR'S  OFFICE. 

St.  Louis, ,  18. — 

I  hereby  approve  of  the  securities  to  the  fore- 
going contract  and  bond. 

Mayor. 
M.  L.  H. 

171.  Complete  General  Specifications  for  Water  Tubular 
Boilers  and  Settings.  The  following  complete  general  speci- 
fications for  horizontal  water  tubular  boilers  were  used  in  con- 
nection with  the  engine  specifications  given  in  the  previous 
article,  and  the  contract  v/as  let  under  similar  contracting,  gen- 


SPECIFICATIONS  FOR  BOILERS.  297 

eral  and  surety  clauses.  These  portions  are  omitted  from  these 
specifications  for  the  sake  of  brevity.  They  were  prepared  by 
the  same  gentleman  who  prepared  the  specifications  in  the  last 
article,  and  are  thought  to  represent  an  equally  good  practice : 

1.  The  work  to  be  done  consists  in  furnishing 
designs  and  plans,  material,  tools  and  labor,  and 
building,  transporting  and  erecting  complete  in 
place,  ready  for  firing,  in  the  boiler-house  at  Bis- 
sell's  Point,  eight  horizontal  water  tube  boilers, 
the  boilers   to  be  provided   with   all   necessary 
valves,  gauges,  breechings  and  connection  to  un- 
derground smoke  flue. 

DESIGN. 

2.  The  boilers  to  be  of  the  type  designated  as 
horizontal  water  tube  boilers,  designed  and  built 
with  special  reference  to  easy  access  for  cleaning 
and  repairing  of  both  internal  and  external  sur- 
faces.    The  boilers  to  be  designed  for  natural 
draft  of  present  smoke  stack.     No  stays  or  ob- 
structions of  any  kind  shall  be  placed  inside  of 
the  water  tubes. 

3.  The  boilers  to  be  designed  for  a  working 
steam  pressure  of  140  pounds  per  square  inch, 
with  a  factor  of  safety  of  six  on  minimum  sec- 
tions. 

4.  Each  boiler  shall  have  a  total  tube  heating 
surface  of  not  less  than  3,000  square  feet,  and  a 
grate  area  equivalent  to  75  square  feet  of  straight 
grate. 

5.  The  boilers  to  be  provided  with  smoke  pre- 
venting   furnaces,   which    shall   effectually   stop 
smoke  while  burning  southern  Illinois  coal  at  a 
rate  of  from  twenty   (20)   to  twenty-five   (25) 
pounds  per  square  foot  of  grate  per  hour.    The 
furnace  shall  be  some  well  tested  and  approved 
device  for  prevention  of  smoke,  which  does  not 
use  a  steam  jet  or  a  system  of  brick  arches  in  the 
fire  box. 

6.  The  boilers  to  be  set  in  four  independent 
batteries,  as  shown  on  drawing,  each  boiler  to  be 
provided    with    walls,   settings,   valves,    gauges, 
smoke  breeching  and  dampers  necessary  for  oper- 
ating or  repairing  independently  of  other  boilers. 

7.  The  fire  fronts  shall  be  designed  to  facili- 


298 


COMPLETE  SPECIFICATIONS. 


Fittings. 


tate  firing  and  removing  ashes.  The  fire  doors  to 
be  of  suitable  design  to  secure  the  regulation  of 
air  admitted  to  the  fire,  and  prevent  radiation 
through  the  fire  door  openings  during  regular 
service.  The  boiler  dampers  to  be  arranged  to 
regulate  from  front  of  boiler. 

8.  Each  boiler  to  have  an  eight-inch  stop  valve, 
admitting    of    independent    connection    to   main 
steam  pipe. 

To  each  boiler  there  shall  also  be  attached,  be- 
sides the  eight-inch  stop  valve,  two  three  and  a 
half  inch  improved  pop  safety  valves,  placed  in 
such  positions  that  their  escape  pipes  will  not  in- 
terfere with  the  roof  trusses  or  sky-lights  of  the 
boiler  house. 

9.  All  steam  drums  to  be  made  of  steel  plates 
of  the  quality  hereinafter  specified. 

10.  The  boilers  to  be  set  and  supported  in  a 
manner  adrritting  of  expansion  and  contraction 
of  the  same,  without  injury  to  the  brick  work  or 
boilers  in  any  way. 

All  beams  required  to  support  or  carry  the 
boilers  to  be  of  ample  strength,  and  must  be 
either  wrought  iron  or  steel. 

There  shall  be  central  air  spaces  in  all  walls 
enclosing  the  boilers. 


Wrcachet. 


Steam  Gauges 
and  Plugs. 


FITTINGS  AND  APPURTENANCES. 

11.  The   contractor  shall   furnish   and   put  in 
place  all  necessary  valves,  steam  gauges,  water 
glass  gauges,  safety  valve  escape  pipes,  and  all 
appurtenances,    and   make   connection   to   steam 
main,  feed  and  blow-off  pipes  and  underground 
smoke  flue. 

12.  For  all  nuts  on  the  boilers  and  fittings, 
there  must  be  furnished  well-fitted  wrenches. 

13.  The  steam  gauges  shall  be  attached  to  the 
boiler  fronts  with  nickel-plated  brass  siphon  pipe 
and  cocks,  in  a  neat  manner,  admitting  of  easy 
removal. 

The  feed-water  valve  of  each  boiler  to  be  pro- 
vided with  a  suitable  arrangement  for  its  regula- 
tion from  the  front  of  the  boilers. 

Steam  gauges  to  be  brass  case,  nickle-plated, 
fourteen  inches  in  diameter,  maximum  pressure 
250  pounds,  five-pound  divisions. 


SPECIFICATIONS  FOR  BOILERa  299 

14.  Each    boiler    to   be    provided    with    three 
Bailey's  safety  copper  cap  fusible  plugs,  or  other 
safety  plugs  of  equally  good  manufacture  and 
satisfactory  fusibility. 

15.  There  shall  be  suitable  copper  spouts  and   DraiM. 
polished  brass  piping  wherever  visible,  to  catch 

the  steam  and  water  from  the  gauge  cocks  and 
glass  water  gauges,  and  they  shall  be  piped  and 
connected  to  the  ash  box  in  an  acceptable  manner. 

1 6.  Steam  valves  above  six  inches  in  diameter    vaiT«. 
shall  have  steel  stems,  provided  with  phosphor 
bronze  nuts,  and  the  glands  of  all  stuffing  boxes 

shall  be  of  composition. 

17.  All  valves,  fittings,  fixtures  and  appurte- 
nances used  shall  be  of  the  best  design. 

1 8.  The   steam    drums   and   all   parts    of   the 
boilers  and  pipes  not  covered  by  brick  work,  and 
the  breechings  to  be  covered  with  magnesia  cov- 
ering, not  less  than  one  and  a  half  inches  in  thick- 
ness, thoroughly  secured  in  place. 

19^  Hand  hole  plates  must  be  secured  in  an 
approved  manner,  to  insure  the  greatest  possible 
safety  against  accidents  from  breaking  of  fasten- 
ings. 

MATERIALS. 

20.  All  material  used  throughout  this  construc- 
tion must  be  of  the  special  class  and  grade  called 
for  in  the  specifications,  and  shall  in  each  case 
fully  stand  the  specified  tests. 

21.  All  plates  in  the  boilers  to  be  made  of  steel,   steel 
The  steel  plates  used  in  these  boilers  must  be 

stamped  with  the  maker's  name  and  the  tensile 
strength ;  to  be  homogeneous  and  of  uniform 
quality ;  to  have  a  tensile  strength  of  not  less  than 
55,000  pounds,  nor  more  than  62,000  pounds  per 
square  inch,  an  elastic  limit  of  at  least  30,000 
pounds  per  square  inch,  and  an  elongation  of  at 
least  twenty-four  (24)  per  cent,  in  eight  inches. 

Specimens  must  stand  the  following  bending 
test,  viz. : 

To  bend  double,  closing  up  completely  without 
showing  sign  of  fracture  when  bent  cold,  or  after 
having  been  heated  to  a  cherry  red  and  plunged 
into  water  at  70  degrees  Fahrenheit. 

The  water  commissioner  shall  have  the  right  to 


300 


COMPLETE  SPECIFICATIONS. 


Wrought  Iron. 


Tubes. 


Castings. 


Iron  Casting*. 


order  test  specimens  2x14  inches,  to  be  cut  out  of 
any  of  the  plates  to  be  used  in  the  boilers. 

22.  All  wrought  iron  for  bolts,  nuts  or  other 
purposes  shall  be  double  refined,  and  have  an  ulti- 
mate tensile  strength  of  at  least  52,000  pounds 
per  square  inch,  an  elastic  limit  of  26,000  pounds 
per  square  inch,  and  an  elongation  of  eighteen 
(18)  per  cent,  in  eight  inches. 

23.  Rivets  to  be  Burden's  best,  and  must  be 
capable  of  bending  cold  until  the  sides  are  in  close 
contact,  without  sign  of  fracture;  and  iron  used 
for  screw  stays,  stay  bolts  and  braces  to  be  of  best 
quality  of  American  manufacture; 

24.  Tubes  to  be  lap-welded  of  the  best  quality 
of  American  manufacture,  of  a  diameter  of  3^ 
inches  or  4  inches,  and  must  stand  a  satisfactory 
hammer  test. 

25.  All  castings  shall  be  free  from  blow  holes, 
flaws,  scabs  and  defects  of  any  description,  and 
shall  be  smooth,  close-grained,  sound,  tough  and 
of  true  forms  and  dimensions. 

Great  care  must  be  taken  to  make  all  castings, 
as  nearly  as  practicable,  of  uniform  thickness 
throughout,  when  not  otherwise  required. 

26.  All  cast  iron  used  under  steam  pressure 
shall  be  of  good  quality,  tough  and  of  even  grain, 
and  shall  possess  a  tensile  strength  of  not  less 
than  22,000  pounds  per  square  inch. 

Test  bars  of  the  metal,  two  inches  by  one  inch, 
when  broken  transversely,  twenty-four  inches  be- 
tween supports  and  loaded  in  the  center,  shall 
have  a  breaking  load  of  not  less  than  2,200 
pounds,  and  shall  have  a  total  deflection  of  not 
less  than  35-100  of  an  inch  before  breaking. 

The  test  bars  shall  be  cast  as  nearly  as  possible 
to  the  above  dimensions,  without  finishing,  but 
corrections  will  be  made  by  the  water  commis- 
sioner for  variations  in  thickness  and  width,  and 
the  corrected  results  must  conform  to  the  above 
requirements. 

27.  If  any  two  test  bars,  cast  the  same  day, 
show  a  tensile  strength  less  than  is  required  in 
these  specifications,  or  do  not  show  the  required 
cross   breaking   load   or   deflection,   all   castings 
made  from  the  melting  from  which  the  samples 
were  taken  may  be  rejected. 


SPECIFICATIONS  FOR  BOILERS  301 

28.  Test   specimens   and   samples   of   castings 
and  forgings,  or  any  other  kind  of  material  used 
in  this  construction,  shall  be  prepared  ready  for 
testing  and  supplied  in  the  number,  shape,  finish 
and  sizes   required  by  the  water  commissioner, 
and  shall  be  prepared  as  may  be  directed  at  any 
time  during  the  pouring  or  working  of  materials. 

29.  The  stamps  put  upon  the  steel  sheets  by 
the  manufacturer  must  at  all  times  be  preserved 
for  identification,  and  so  placed  as  to  be  visible 
on  the  outside  of  boilers ;  if  any  stamp  is  cut  out 
in  process  of  manufacture,  the  water  commis- 
sioner shall  first  replace  it  by  a  duplicate  stamp. 

WORKMANSHIP. 

30.  The  best  workmanship  on  these  boilers  will 
be  exacted,  and  it  must  be  equal  in  all  respects  to 
that  executed  in  the  best  boiler  works  in  this 
country* 

31.  All  holes  for  bolts,  studs  and  rivets  in  cast- 
ings must  be  drilled.    No  cored  bolt  holes  will  be 
allowed. 

No  plugging  or  other  stopping  of  holes  or  de- 
fects of  castings  will  be  allowed. 

32.  Any    rivet    which    is    deformed,    cracked, 
burnt,  improperly  driven,  leaky,  or  in  any  way 
injured,  must  be  cut  out  and  properly  replaced. 

33.  All  surfaces  of  sheets  and  other  parts  to 
be  riveted  must  be  brought  together  to  close  con- 
tact and  accurately  fitted,  with  bearing  surfaces 
smooth  and  clean,  and  while  being  riveted  to  be 
held  firmly  in  position  and  alignment  without  ex- 
erting injurious  strains  upon  ."ny  portion  or  de- 
tail of  the  boiler. 

34.  The  use  of  drift  pins,  to  bring  rivet  holes 
to  match,  or  come  true  and  central,  will  not  be 
allowed  in  the  process  of  riveting,  and  must  be 
dispensed  with  entirely.    The  utmost  accuracy  in 
punching  the  rivet  holes  will  be  exacted.    Rivet 
holes  failing  to  fit,  or  come  fair  and  true,  must  be 
reamed  out  accurately,  and  rivets  of  suitable  size 
used. 

35.  All  sheets  of  the  boilers  must  be  satisfac- 
torily   straightened    before   being   planed,   bent, 
flanged,  drilled,  fitted,  etc. 

36.  All  scarfing  to  be  done  in  a  neat  and  work- 


302 


COMPLETE  SPECIFICATIONS. 


manlike  manner.  Sufficient  allowance  of  mate- 
rial must  be  made  at  all  places  where  scarfs  are 
required. 

37.  The  edges  of  all  sheets  to  be  planed  to  a 
suitable  bevel. 

Caulking.  38.  All    seams   to  be   caulked   on   both   sides 

where  accessible. 

All  caulking  to  be  done  in  the  best  manner, 
with  round-nosed  caulking  tools ;  great  care  to  be 
taken  not  to  mar  the  sheet  or  rivets. 

Threads.  39.  The  threads  of  all  studs,  bolts,  screw  stays, 

stay  bolts  and  nuts,  to  be  chased  with  great  care 
and  skill,  to  insure  uniformity  in  pitch  and  accu- 
racy in  fit. 

All  holes  which  are  to  receive  bolts,  screw 
stays,  studs  or  stay  bolts,  to  be  accurately  cen- 
tered, drilled  and  tapped,  to  give  a  desirable  fit 
and  tightness  of  the  threads. 

The  stay  bolts,  screw  stays  and  studs  to  be  en- 
tered, screwed  in  and  riveted  in  a  careful  and 
workmanlike  manner,  to  insure  true  and  parallel 
surfaces  and  an  equitable  distribution  of  the  stress 
upon  all  of  the  sustaining  members. 

40.  All  expanding  of  tubes  and  nipples  shall 
be  done  in  a  careful  and  workmanlike  manner, 
and  shall  be  absolutely  water-tight  under  the  test 
pressure. 

41.  The  fire,  ash  and  cleaning  doors  to  be  fitted 
air-tight  to  their  seating  or  bearing  surfaces. 

All  holes  in  the  lugs  for  hinges  of  the  doors 
used  in  the  construction  to  be  drilled  and  reamed, 
to  accurately  fit  the  turned  pins  for  same. 

42.  The  brick  work  must  be  executed   in  a 
thorough   and   workmanlike   manner,   the   brick 
used  to  be  strictly  first-class   in   every  respect. 
Outside  of  setting  to  be  laid  with  stock  brick  in 
white  mortar;  inside,  where  exposed  to  heat,  to 
be  lined  with  best  quality  fire  brick. 

43.  All  red  bricks  to  be  laid  in  mortar  of  ap- 
proved quality,  and  all  fire  brick  to  be  laid  in 
ground  fire  clay. 

FOUNDATIONS. 

Foundations.  44-  The  city  will  furnish  complete  foundations 
for  the  boilers,  the  position  in  the  house  to  be  as 
shown  on  plans  on  file  in  the  office  of  the  water 


SPECIFICATIONS  FOR  BOILERS.  393 

commissioner,  and  the  space  occupied  by  each  bat- 
tery of  boilers  to  be  not  greater  than  that  shown. 

GENERAL  CLAUSES. 

45.  The  boilers   shall  be  tested  by  the  con- 
tractor with  a  water  pressure  of  210  pounds  per 
square  inch,  under  which  they  must  be  water- 
tight. 

46.  When  the  boilers  shall  have  been  tested  to   Faint 
the  satisfaction  of  the  water  commissioner,  they 
shall  be  thoroughly  scraped,  cleaned,  dried  and 
painted  outside  with  one  coat  of  linseed  oil. 

47.  The  fire  front,  fire  and  ash  doors  and  other 
cast  and  sheet  iron  parts,  except  grate  bars,  after 
approval  shall  be  painted  in  the  shop  with  one 
coat  of  parafiine  varnish,  and  after  erection  they 
shall  receive  another  coat  of  the  same. 

48.  The  contractor  shall,  at  his  own  expense 
and  risk,  transport  the  boilers  and  appurtenances 
to  Bissell's   Point,   furnish  all   necessary  labor, 
tools  and  appliances,  and  erect  the  same  complete, 
as  above  specified. 

Every  possible  and  necessary  care  must  be 
taken  in  handling  and  transporting  the  boilers, 
to  prevent  injury  of  any  description  to  the  same. 

49.  The  contractor  shall  so  conduct  his  work 
as  not  to  interfere  with  the  operation  of  any  boil- 
ers under  fire,  and  the  disposal  of  his  tools  and 
materials,  during  storage  and  erection,  will  be 
subject  to  the  approval  of  the  water  commis- 
sioner. 

50.  The  contractor  shall,  at  his  own  cost,  make 
good  all  damages  to  masonry,  buildings  or  other 
property  of  the  city  of  St.  Louis,  occasioned  by 
the  contractor  or  his  employees  in  the  transporta- 
tion and  erection  of  the  machinery. 

51.  The  city  of  St.  Louis  will  furnish  space   stong* 
within  its  premises  for  the  reception  of  the  boilers 

and  details,  but  shall  not  be  responsible  for  the 
safe  keeping  of  the  same,  nor  for  damage  caused 
to  them  from  exposure  or  other  causes. 

52.  The  city  will  remove  the  old  boilers  and 
prepare  foundations  below  the  floor  line  for  new 
boilers,  contractors  to  furnish  castings  to  t>e  set 
in  underground  flue  for  smoke  connections. 

53.  The  contractor  shall  get  all  finished  mate- 


304  COMPLETE  SPECIFICATIONS. 

rials  on  the  ground  at  the  earliest  possible  mo- 
ment, and  proceed  with  the  erection  of  the  same 
as  soon  as  notified  by  the  water  commissioner. 

The  work  of  erection  in  place,  ready  for  firing, 
shall  be  carried  on  continuously,  night  and  day, 
and  the  contractor  shall  provide  for  that  purpose 
three  complete  erecting  gangs. 

If  at  any  time  during  the  erection  the  water 
commissioner  shall  be  of  the  opinion  that  the 
work  can  be  expedited  by  the  employment  of  ad- 
ditional labor  or  tools,  he  shall  order  the  con- 
tractor to  make  such  increase  in  his  working 
force  or  appliances  as  he  may  deem  necessary  to 
secure  the  most  rapid  progress  possible;  and  it 
is  especially  understood  and  agreed  that  if  the 
contractor  fails  to  put  the  required  force  at  work 
promptly,  that  the  water  commissioner  shall  em- 
ploy such  labor  as  he  may  deem  necessary,  and 
charge  the  cost  of  the  same  to  the  contractor. 

54.  The  contractor  shall  bear  the  cost  of  mak- 
ing all  repairs  necessitated  by  defective  materials, 
workmanship  or  design  of  the  boilers  and  fur- 
naces for  the  space  of  one  year  after  the  boilers 
are  put  into  regular  operation.  M.  L.  H. 

172.  Specifications  for  an  Engine  House.  The  following 
specifications  for  an  engine  house  differ  from  those  in  the  two 
previous  articles  inasmuch  as  they  were  accompanied  by  com- 
plete detail  drawings.  The  contracting  and  surety  clauses  are 
here  omitted,  since  they  would  be  the  same  as  those  given  in 
article  170.  This  engine  house  covers  three  large  pump  pits, 
designed  for  three  sets  of  low  service  pumping  engines,  and  it 
is  entirely  without  a  floor,  nearly  the  entire  space  being  occu- 
pied by  the  pits.  The  walls  rest  directly  upon  the  natural  rock, 
and  an  electric  traveling  crane  is  carried  by  a  track  near  the 
top  of  the  two  side  walls,  this  crane  spanning  the  entire  open- 
ing and  running  the  entire  length  of  the  building.  The  side 
walls,  therefore,  were  made  very  strong  and  substantial. 

work  to  be  done.  I.  The  work  to  be  done  consists  in  building 
and  finishing  complete  low  service  engine  house 
at  Chain  of  Rocks,  St.  Louis  City  Water  Works 
Extension.  The  foundation  on  which  the  struct- 


SPECIFICATIONS  FOR  ENGINE  HOUS& 

tire  will  rest  is  now  completed.     The  work  is 
shown  in  detail  on  the  following  drawings : 

No.  1.    Elevation  of  side  walls. 
•'    2.     Elevation  of  end  walls. 
"    3.     Longitudinal  section. 
"    4.     Transverse  sections. 
"    5.     Plan  below  traveler. 
"    6.     Plan  above  traveler. 
"    7.     Gallery  plan. 
"    8.     Roof  plan. 
"   9.     Roof  plan  for  iron  trusses. 
"  10.     Cut  stone  courses. 
"  11.     Details   of  stone-faced  door  and   window 

openings,  terra  cotta  details. 
"  12.    Details  of  cut  stone  in  cornice,  fire  walla 

and  brick  arches. 
"  13.     Details  of  windows,  doors,  ceiling  and  cast 

iron  door  sill. 

"  14.     Details  of  large  sliding  doors  and  hangers. 
"  15.     Details  ol  door  and  window  frames. 
"  16.     Details  of  sky  lights. 
"  17.    Details  of  galleries,  stairs,  ladders,  balcony 

and  door  sills. 

"18.     Details  of  iron  trusses. 
"  19.     Strain  sheet. 
"  20.    Details  of  brick  cornice,  fire  walls,  etc. 

MORTAR. 

2.  All  sand  for  mortar  shall  be  clean,  sharp,   Sand. 
coarse  Mississippi  river  channel  sand. 

3.  All  cement  used  in  the  masonry  shall  be   cement* 
H.  H.  Meier's  Puzzolan  cement,  put  up  in  well- 
made  barrels. 

4.  It  shall  be  subject  to  such  tests  as  may  be 
necessary  to  fully  determine  its  character,  and 
any  cement  which,  in  the  opinion  of  the  v-ater 
commissioner,  is  unfit  for  the  work  herein  speci- 
fied will  be  rejected. 

5.  All   short   weight   or   damaged   barrels   of 
cement,  or  cement  without  the  maker's  brand, 
will  be  rejected  without  test.     Samples  for  test- 
ing shall  be  furnished  at  such  times  and  in  such 
manner  as  may  be  required.     On  all  barrels  ac- 
cepted inspection  marks  will  be  placed,  and  the 
contractor  shall  carefully  preserve  these  marks 
and  not  allow  them  to  be  imitated. 

6.  All  cement  for  use  on  the  works  shall  be 
kept    under    cover,    thoroughly    protected    fronl 
moisture,  raised  from  the  ground — by  blocking 
or  otherwise — and  dry  until  used.  The  contractor 

20 


306  COMPLETE  SPECIFICATIONS. 

shall  keep  in  storage  a  quantity  of  accepted  ce- 
ment sufficient  to  insure  the  uninterrupted  pro- 
gress of  the  work. 

7.  Cement  may  be  reinspected  at  any  time,  and, 
if  found  to  be  damaged  or  of  improper  quality, 
will  be  rejected.  All  rejected  cement  shall  at 
once  be  removed  from  the  line  of  work. 

Mortar.  8.  All  mortar  used  in  the  masonry  shall  be  ce- 

ment mortar,  and  shall  be  made  of  three  parts  of 
sand  and  one  part  of  cement,  each  of  the  quality 
above  specified.  All  mortar  shall  be  made  fresh 
for  the  work  in  hand,  and  any  mortar  which  has 
begun  to  set  shall  not  be  used. 

colored  Mortar.  9.  All  brick  in  outer  face  of  walls  shall  be  laid 
in  mortar,  colored  with  a  red  mortar  stain  that  is 
even  in  color  and  durable,  and  approved  by  the 
water  commissioner. 

STONE  MASONRY. 

10.  The  base,  ashler  and  water  table  courses 
shall  be  of  Missouri  red  granite,  sound,  free  from 
discolorations,  and  of  even  color.  All  visible  rock 
face  shall  be  free  from  drill-holes  or  tool-marks. 
Base   course   and   water   table   shall   be   six-cut 
work,  ashler  course,  rock  face. 

11.  Base  course  shall  be  12  inches  high,  8^2- 
inch  bond,  with  4-inch  by  4-inch  chamfer  on  top. 
Ashler  course  shall  be  i  foot  4^2  inches  high, 
13-inch  bond  on  the  setting  bed  and  8^  inch 
bond  on  the  top  bed,  and  cut  for  iron  anchors. 
Water  table  shall  be  7^  inches  high,  6-inch  bond, 
cut  for  iron  anchors  and  chamfered  on  top  as 
shown.    The  ashler  and  water  table  course  shall 
be  anchored  to  the  brick  backing  with  tarred 
wrought  iron  anchors. 

12.  All  of  the  granite  work  shall  be  laid  in  the 
most  workmanlike  and  substantial  manner,  with 
even  and  equal  joints,  Y^  inch  thick.    Each  stone 
must  have  perfect  and  level  beds.     All   joints 
shall  be  pointed  well  and  neatly  with  pointing 
mortar,  colored  red.     Pointing  joints  must  show 
equal  size  throughout,  and  be  struck  with  point- 
ing tool  and  straight  edge. 

13.  Eight  stones,  2  feet  o  inches  by  15  inches 
by  18  inches,  and  ten  stones,  2  feet  o  inches  by 
14  inches  by  15  inches,  shall  be  furnished  and 


SPECIFICATIONS  FOR  ENGINE  HOUSE. 


307 


set  as  directed,  to  be  r.3ed  as  bed  stones  for  roof 
trusses ;  said  stones  shall  be  of  granite,  sound  in 
all  respects,  top  and  bottom  beds  dressed  true  and 
level. 

14.  Window    sills,    sill    courses,    belt    course, 
coping,  pediments,  range  work  around  door  and 
window  openings,  and  all  cut  stone  work  above 
the  water  table,  shall  be  of  Lake  Superior  red 
sandstone;  fine  Crandall  finish,  laid  with  equal 
and  even  ^4 -inch  joints  in  full  beds  of  mortar. 
All  joints  shall  be  without  chipping  and  beds  of 
stone  level  and  perfect.    Spalls  shall  not  be  used 
in  leveling  any  portion  of  the  work.     Window 
sills  shall  be  cut  with  drips  and  seats,  the  seats 
not  being  cut  to  exact  size  until  after  the  frames 
are  set. 

15.  All  the  sand  stone  work  shall  be  cut  and 
set   in   the   very   best    manner,    and    the    whole 
cleaned  down  perfectly,  and  pointed   with   red 
pointing  mortar,  with  concave  joints,  and  backed 
up  as  soon  as  set. 

1 6.  The  stone  must  be  perfect  in  all  respects, 
even  color,  free  from  all  defects  or  pockets. 

17.  In  cleaning  down  the  work,  care  must  be 
taken  that  the  joints  are  rubbed  to  a  level  sur- 
face. 

1 8.  The  stone  bed  course  for  the  track  of  the 
crane  shall  be  made  of  lime  stone  from  approved 
quarries,  dressed  smooth  on  top  bed,  bush-ham- 
mered on  face,  and  with  true  and  parallel  beds. 
This  course  shall  extend  the  entire  length  of  the 
building  on  each  side,  and  it  shall  be  14  inches 
wide  and  8  inches  high,  set  in  a  swimming  bed 
of  cement  mortar.    When  set  same  must  be  lev- 
eled perfectly,  the  entire  length  of  the  building, 
taking  each   side  out  of  wind  with  the  other. 
Special  care  must  be  exercised   in  cutting  and 
setting  this  course.    See  detail  sheet  No.  20. 

BRICK  WORK. 

19.  All  the  exterior  faces  of  the  walls,  jambs, 
etc.,  shall  be  executed  with  even-colored  dark  red 
and  hard  brick.     All  other  portions  of  the  brick 
work  executed  with  strictly  red  and  hard  quality. 
Light  red  brick  shall  not  be  used  in  any  portion 
of  the  building,  nor  will  salmon  or  defective  brick 


Sandstone, 


Limestone. 


Brick. 


308 


COMPLETE  SPECIFICATIONS. 


be  allowed  in 


of  the  walls  or  on  the 


Face  Walls. 


Height  of 
Courses. 


Thickness  of 

Walls. 
Bond. 


Brick  Arche 


any  part 
premises. 

20.  Brick  in  exterior  of  walls  shall  be  laid  in 
red  mortar,  with  even  and  full  bed  and  end  joints, 
struck  with  a  concave  tool,  as  the  work  pro- 
gresses. 

21.  The  standard  height  for  laying  all  brick 
shall  be  2  courses  to  5  inches,  unless  otherwise 
ordered  by  the  water  commissioner. 

22.  Figured  thickness  of  walls  will  govern. 

23.  The  brick  in  every  fifth   course  shall  be 
headers,  and  face  work  shall  be  laid  to  bond  with 
Flemish  bond  headers,  as  directed  by  the  water 
commissioner,  during  the  progress  of  the  work. 

The  different  courses  shall  be  slushed,  and  all 
joints  thoroughly  filled  with  cement  motar. 

All  courses  shall  be  laid  to  a  line,  front  and 
rear;  plumb,  true,  straight  and  level. 

24.  All  arches  shall  be  turned  with  arch-brick, 
ground  to  proper  radiating  lines,  and  the  face  of 
same  shall  be  laid,  alternately,  8^  inches  and  4^/2 
inches,  and  backed  up  with  row  locks  laid  with 
shove  joint.     All   jambs   shall   be   returned  and 
neatly  pointed.     All  arches  shall  be  full  depth  of 
wall.    Turn  brick  arches  over  seats  of  each  truss, 
as  shown  on  sheet  No.  18. 

25.  Brick  must  be  thoroughly  wet  before  lay- 
ing, if  required.     Stone  walls  shall  be  well  swept 
off  and  sprinkled  with  water  before  any  brick  is 
laid  on  them. 

26.  Cut  a  sufficient  number  of  recesses  through 
the  stone  foundation  walls  for  passage  through 
same  of  the  copper  down-spouts,  and  build  them 
in  with  stone  work,  as  shown  on  sheet  No.  I. 

27.  All    frames,   anchors,   wood,   bricks,    etc., 
that  are  necessary  shall  be  built  in. 

Setting  cut  stone     28.  All  cut  stone  above  the  water  table  shall 

above  Water     be  ^  and  the  wallg  carefuHy  leveled   for  the  re_ 

ception  of  the  iron  trusses.  After  the  walls  are 
built  all  sills  shall  be  under-pinned  with  red 
mortar. 

29.  All  necessary  wood  plates  for  the  fastening 
of  tin  flashing  shall  be  built  in. 

30.  All  terra  cotta  shall  be  bonded  firmly  to  the 
brick  work  and  neatly  pointed  with  red  mortar  at 
completion. 


How  Laid. 


Notches  In 
Foundation, 


Setting  Terra 
Ootta. 


SPECIFICATIONS  FOR  ENGINE  HOUSE.  309 

31.  Two  iron  I  beams  shall  be  built  in  and  cov-   Iron  l  Bcam* 
ered  with  a  y%-moh  plate,  where  shown  on  sheet 

No.  3,  in  the  side  wall  over  the  traveler  off-set 
and  above  the  circle  head  windows,  leaving  the 
wall  open  on  the  under  side,  so  that  the  traveler 
can  be  carried  through  this  opening.  After  trav- 
eler has  been  set  in  position  the  opening  shall  be 
closed  up  with  brick  work,  leaving  the  I  beams 
in  the  walls,  but  not  exposed. 

32.  All  exterior  brick  walls  shall  be  cleaned   ' 
of  all  dirt  and  mortar  stains  at  completion. 

TERRA   COTTA. 

33.  All    the    terra    cotta    letters    and    border   Qua11*- 
around  same,  on  east  and  west  walls,  to  be  hard 
burned,  best  quality  red,  even  in  color,  and  of 
designs  and  dimensions  shown,  free  from  "flash- 
ing" or  warping. 

34.  The  letters  shall  be  first  modeled  and  a   Mould* 
plaster  mould  made,  and  from  the  mould  the  let- 
ters shall  be  pressed. 

35.  After  terra  cotta  has  been  burned  it  shall   Fitting 
be  laid  out  and  carefully  fitted  and  shaded  and 
trimmed  if  necessary,  after  which  each  piece  shall 

be  lettered  to  correspond  with  a  setting  plan 
which  shall  accompany  the  delivery  of  all  terra 
cotta.  The  details  for  the  terra  cotta  will  be 
found  on  sheet  No.  II. 

36.  All  terra  cotta  to  be  set  in  putty,  colored   HOW  set 
to  match,  and  properly  bonded  to  the  brick  back- 
ing.   The  bricklayers  shall  set  all  terra  cotta. 

COPPER  TVORK. 

37.  Four  lo-inch  square  down-pipes,  i6-ounce   Down-Spout* 
copper,  to  lead  water  from  roof  and  connect  same 

with  sewer,  shall  be  furnished  in  place.  Each 
down-pipe  shall  have  square  copper  head  of  20- 
ounce  copper,  and  moulded  copper  bands  of 
double  thickness  of  i6-ounce  copper  placed  not 
more  than  4  feet  apart,  and  secured  with  3-inch 
copper  holdfasts,  with  rosette  heads. 

38.  Gutters  shall  be  formed  with  roofing  tin    Gutters,  eta 
of  form  and  size  shown  on  drawings  for  same, 

and  constitute  a  part  of  the  roof-covering,  and 
graded  so  as  to  carry  the  water  from  the  center 
to  the  four  corners  of  the  building  and  open  into 
the  copper  down-spouts.  Tin  gutters  shall  be 


310 


COMPLETE  SPECIFICATIONS. 


Tin  Plat*. 


carefully  flashed  and  counterflashed  into  the  brick 
fire-walls,  and  nailed  to  wood  strips  provided  for 
said  flashing,  as  provided  for  in  clause  No.  44. 

Finiais.  39.  The  copper  finials  for  the  skylights  shall 

be  furnished  and  secured  in  place. 

Drip.  40.  Copper  drip  strips,  1^4  inches  wide,  I  inch 

to  project  into  the  mortar  joint,  and  %  mcn  to  be 
exposed  and  bent  to  an  angle  of  30  degrees,  as 
shown  on  detail  sheet  No.  12,  shall  be  furnished 
the  bricklayers  on  the  scaffold. 

TIN. 

41.  The   roof   shall   be   covered   with   roofing 
plates,   standing  seam,  with  joints  well  tacked, 
anchored  and  soldered,  using  rosin  as  a  flux,  and 
8-pound    soldering   coppers,    and    tin    well    and 
closely  cleated  to  roof. 

42.  The  roofing  plate  used  shall  be  Scott's  IX 
extra  coated  American  roofing  tin  plate,  and  must 
bear  a  coating  of  not  less  than  36  pounds  to  the 
box,   and   must   be   fully   guaranteed,   with   the 
maker's  name  stamped  in  each  sheet,  and  each 
sheet  must  be  coated  in  perfect  uniformity  and 
free  from  "wasters." 

43.  The  gutters  shall  be  lined  with  Scott's  IX 
roofing  tin,  flat  seam,  and  shall  conform  to  the 
gutter  plan  as  shown  on  sheet  No.  8,  and  shall  be 
carefully  flashed  against  the  brick  fire-walls,  and 
be  firmly  nailed  to  the  wood  flashing  strips,  after 
which  all  of  this  gutter  flashing  must  be  well  and 
carefully  counterflashed. 

44.  The  wood  flashing  strips  shall  be  built  into 
the  brick  fire-walls  8  inches  above  the  wall  edge 
of  gutter  at  center  of  roof  and  24  inches  above  at 
each  of  the  four  corners. 

45.  The   flashing   around   the   skylights   shall' 
extend  against  and  8  inches  up  the  wood  skylight 
frame,  and  shall  be  finished  before  the  carpenter 
lays  the  base. 

Paint  and  Paper.  46,  Tin  shall  be  painted,  before  being  laid,  with 
two  coats  of  the  best  quality  of  iron  oxide,  ground 
in  pure  linseed  oil,  on  the  under  side,  and  must  be 
perfectly  dry  before  laying;  and  that  part  of  the 
roof  covered  with  tin  shall  have  two  layers  of 
heavy  straw  building  paper  laid  over  sheathing 
boards  before  putting  down  the  s^id  tin.  ^.ich 
layer  of  paper  to  overlap  and  be  fastened  down 


Gutters  and 

Flushing. 


Skylight 

Fl 


•"lashing. 


SPECIFICATIONS  FOR  ENGINE  HOUSE.  31 1 

smooth  and  flat,  and  to  be  kept  free  from  moist- 
u»-e.    (See  clause  No.  51.) 

LUMBER. 

47.  All  the  lumber  used  in  the  construction  of 
the  building  shall  be  graded  as  follows: 

Purlins — 4-inch  by  lo-inch,  yellow  pine,  long   carpenter  Work 
leaf,  surfaced  three  sides  and  stub  moulded. 

Lower  Roof  Sheating — il/2  inches  by  4  inches, 
tongued,  grooved  and  beaded  on  under  side,  "B" 
select,  surfaced  one  side. 

Upper  Roof  Sheathing — %  inch  by  8  to  10  or 
12  inches  No.  I  ship  lap,  surfaced  one  side. 

Skylight  Frame  —  Posts  and  plates,  5 £  in.  x  5£  in.  yellow 

pine  No.  1. 

"        Rafters,  4  in.  x  4  in.  yellow  pine  No.  L 
"  "        Nailing  girths,  2  in.  x  6  in.  white  pine 

No.  1. 

"  "        Outside  casing,  f  in.  "B"  select. 

"  "  "      base,  1J  in.  "B"  select. 

44  "        Inside  casing,  fin.  "B"  select. 

"  "  "        lining,  f  in.  x  4  in.   beaded 

white  pine,  "C"  select. 
"  "        Plinth  and  base  blocks,  1£  in.  "B" 

select. 

Flashing  strips — 2  in.  x  4  in.,  No.  1  white  pine, 
let  gallery  floor  girders. — 3  in.  x  8  in.  and  2  in.  x  6  in. 
No.  1  long  California  yellow  pine,  surfaced  three  sides. 
1st  gallery  floor.— 1£  in.  *  3  in.,  first  and  second  yellow 

pine,  tongued  and  grooved.1 

Tread  board  —  2  in.  x  12  in.  white  oak.  Mill  Work 

Window  frames  —  "  B  "  select. 
Sash  — "A"  select. 
Doors— "B"  select. 

48.  All  lumber  must  stand  strictly  on  grade,    Quality, 
kiln    dried,    free    from   large   loose   knots,    sap, 
shakes,  rot,  stain  or  any  other  defects  foreign  to 

their  respective  grades. 

CARPENTER  WORK. 

49.  The  roof  shall  be  covered  with  two  courses    Root 
of  sheathing.    The  lower  sheathing  shall  be  white 
pine,  tongued,  grooved  and  beaded,  and  shall  be 

1 1/2  inches  thick  by  4  inches  wide ;  under  side 
dressed  and  smoothed  at  the  bench  to  a  perfect 
smooth  surface,  and  fastened  to  place  and  left 
free  from  hammer-marks  or  other  defects.  Upper 

1  There  is  no  floor  proper  in  the  building  —  only  a  narrow  gallery 
around  the  sides-  AUTHOR 


COMPLETE  SPECIFICATIONS. 

sheathing  shall  be  %  inch  by  8,  10  or  12  inches 
wide,  No.  I  ship  lap,  laid  diagonally,  and  nailed 
to  the  lower  sheathing.  Care  must  be  taken  that 
nails  shall  not  go  through  the  lower  sheathing; 
the  nailing  to  be  in  the  purlins. 

50.  All  purlins  shall  be  4  inch  by  10  inch  long 
leaf    yellow    pine,    surfaced    three    sides,    stub 
moulded,  dry,  sound  and  straight  grained.    They 
shall  be  spaced  on  centers,  as  shown  on  detail 
sheets  Nos.  18  and  9,  and  secured  to  upper  cord 
of  truss  by  angles  and  bolts,  as  detailed. 

51.  Cover  the  entire  roof  with  two  (2)  layers 
of  heavy  straw  building  paper,  laid  over  the  ship 
lap  sheathing  before  putting  down  the  tin.    Each 
layer  of  paper  to  overlap  and  be  fastened  down 
smooth  and  flat,  and  to  be  kept  free  from  moist- 
ure.    This  work  shall  be  performed  by  the  car- 
penter, under  the  direction  of  the  tinner,  and  laid 
in  such  sections  only  as  required  to  keep  in  ad- 
vance of  the  tinners.    The  upper  sheathing,  paper 
and  tin  shall  be  laid  as  fast  as  the  lower  sheath- 
ing is  nailed  in  place,  so  as  to  protect  the  ceiling 
at  all  times  from  the  weather. 

Skylights.  52-  Skylights   shall  be  three    (3)    in  number, 

and  framed  in  accordance  with  details  for  same, 
as  shown  on  sheet  No.  16  (this  sheet  shows  de- 
tails for  the  two  end  lights  only ;  the  center  light 
shall  be  of  same  construction,  but  of  sufficient 
length  to  reach  the  distance  of  two  truss  centers, 
as  per  longitudinal  elevation  and  roof  plan).  The 
principal  posts  shall  be  of  $y2  inch  by  5^  inch 
yellow  pine,  and  shall  be  fastened  to  purlins  with 
wrought  iron  anchor  straps  firmly  bolted  to  both 
purlins  and  posts.  The  upper  end  of  all  posts 
shall  be  tenoned. 

53.  Wall  plates  shall  be  5^  inch  by  5^  inch 
yellow  pine,  and  mortised  to  fit  the  post  tenons, 
and  all  fastened  together  with  strap  iron  anchors 
and  bolts. 

54.  The  hip  rafters  shall  be  made  of  4  inch  by 
4  inch  yellow  pine  and  dressed  four  (4)  sides,  and 
shall  be  backed  same  as  for  wood  sheathing,  and 
upon  the  top  of  plates  between  heels  of  rafters 
spike  a  triangular  strip  of  wood  secured  rigidly 
to  the  plate  to  receive  the  thrust  of  the  skylight 
bars.     The  center  cage  shall  have  the  necessary 


SPECIFICATIONS  FOR  ENGINE  HOUSE,  313 

rafters  shown  on  sheet  .No.  8,  and  be  firmly  bolted 
at  apex  through  a  ridge  piece  of  2  inch  yellow 
pine,  top  edge  of  ridge  beveled. 

55.  Nailing  girths  shall  be  2  inch  by  6  inch 
white  pine,  No.  I,  and  be  firmly  spiked  to  the 
framing. 

56.  The  outside  shall  be  cased  up  with  %  inch 
"B"  select,  to  form  the  finish  above  the  base.    A 
baseboard  of  I  */2  inches  thick,  "B"  select,  beveled 
on  top  edge,  shall  run  around  the  entire  frame 
and  be  firmly  nailed  to  the  casing.     See  clause 
No.  45. 

57.  The  inside  shall  be  trimmed  by  casing  up 
the  posts  with  %  inch  thick  "B"  select,  fluted  and 
nailed  on  plinth  and  base  blocks  as  shown.    The 
inside  below   the   window   stool   shall  be  ceiled 
with  7/s  inch  x  4  inch  beaded  "B"  ceiling,  nailed 
on  diagonally,   with  the  nails   countersunk  and 
finished  at  the  bottom  with  a  2-inch  band  mould. 

58.  (For   specifications   of   skylight   roof,   see 
clause  No.  112.) 

59.  The  roof  ceiling  shall  be  finished  by  run-   Ceiling, 
ning  a  mould  along  the  truss  and  purlins,  forming 

the  different  panels,  as  per  detail  sheet  No.  13. 

60.  The  floor  of  lower  gallery  shall  be  made   Gallery  Floor 
of  il/2  inch  by  3  inch  tongued  and  grooved  first 

and  second  yellow  pine  in  continuous  lengths.  It 
shall  be  blind  nailed  to  girders  and  the  nailing 
joist. 

61.  The  nailing  joist  shall  be  2  inch  by  6  inch 
No.  I  long  leaf  yellow  pine,  and  in  continuous 
lengths   from  bracket  to  bracket  and  bolted  to 
channel  bar. 

62.  The  floor  girders  shall  be  3  inch  by  8  inch 
Xo.  I  long  leaf  yellow  pine,  surfaced  three  sides, 
notched   on  brackets.     All   joints   shall   rest  on 
brackets. 

63.  The   carpenters   shall    furnish   all   centers    Centers, 
and  templets,  and  shall  put  up  and  take  down 
same.    The  centers  and  templets  shall  be  made  in 

a  proper  manner,  strong  and  well  braced. 

64.  The  carpenters   shal)   set  all   frames,   and   Frame*, 
verify   their  plumb   after   the   brick   arches   are 
turned. 


314  COMPLETE  SPECIFICATION& 

MILL  WORK. 

window  Frames.  65.  Window  frames  below  the  traveler  shall 
be  solid  frames  for  top  and  bottom  pivoted  sash, 
and  shall  be  made  of  form  and  dimensions  called 
for  by  the  drawings.  The  lumber  used  in  their 
construction  shall  be  clear,  dry  and  sound  Wis- 
consin white  pine,  "B"  select,  free  from  knots  or 
sap.  Faces  of  all  frames  shall  be  moulded  as  per 
detail. 

66.  All  frames  shall  be  given  a  heavy  coat  of 
paint  all  around,  including  back  of  jambs,  and 
shall  be  set  perfectly  plumb;  and  the  sill  shall 
rest  on  a  bed  of  cement  mortar,  y^  inch  higher  on 
the  inside,  so  as  to  make  a  water  tight  joint. 
Casings,     mullions,     transoms,     etc.,     shall     be 
moulded  as  shown  on  details.     The  frames  shall 
be  put  together  in  a  strong  manner,  well  and 
closely  nailed,  and  the  stop-beads  fastened  with 
i  ^8 -inch   blued   round-headed   screws.      All   the 
lumber  in  frames  shall  be  Wisconsin  white  pine, 
"B"  select,  as  above  specified. 

67.  The  frames  shall  be  provided  with  moulded 
stool,   terminating   with   mould    against   plaster. 
Mullions  and  jambs  shall  be  cut  down  square  on 
stone  seats. 

68.  Stiles,  heads,  t  mullions  and  transoms  shall 
be  solid.    All  circular  portions  of  frames  shall  be 
worked  in  the  solid  and  put  together  with  white 
lead,  so  as  to  break  joints  throughout,  and  firmly 
spiked.     A  2  inch  by  4  "inch  bond  strip  shall  be 
spiked  to  all  frames   (except  the  two  door  and 
the  two  large  window  frames),  extending  from 
sill  to  spring  of  arch  for  anchoring  same  to  brick 
backing.     The  heads  of  frames  shall  have  wood 
blocks  of  2  inch  by  4  inch  by  8  inch  nailed  to 
same  and  spaced  a  distance  of  18  inches  on  cen- 
ters. 

69.  The  two  door  and  window  frames  above 
mentioned  shall  be  anchored  to  the  brick  back- 
ing with  wood  blocks  of  bone  dry  white  pine 
4  inch  by  12  inch  by  12  inch,  built  in  the  brick 
work,  and  spaced  as  shown  on  detail  sheet  No.  n. 
The  frames  shall  be  bolted  to  same  with  ^4  in°h 
by  8  inch  lag  screws.     The  frames  shall  fit  in  a 
recess  of  one  inch  in  the  brick  work. 


SPECIFICATIONS  FOR  ENGINE  HOUSE,  815 

70.  Inside  mould  and  stools  will  not  be  nailed 
in  place  until  plastering  is  perfectly  dry. 

71.  Two  iron  dowels  shall  be  placed  in  the  bot- 
*om  of  each  jamb  and  mullion.    The  dowels  shall 
be  of  i -inch  round  wrought  iron,  and  sunk  il/2 
inches  in  stone  sill. 

72.  All  frames  above  the  traveler  shall  be  solid 
frames  for  side  pivoted  sash  and  for  1 3-inch  walls, 
and  shall  be  made  of  "B"  select. 

73.  All  window  sashes  shall  be  of  the  form    Saab, 
and  dimensions  called  for  by  the  drawings.    The 
lumber  used  in  their  construction  shall  be  clear, 

dry  and  sound  Wisconsin  white  pine  ("A"  se- 
lect), free  from  knots  or  sap. 

74.  All  sash  shall  be  moulded  and  rebated  2^4 
inches  thick,  and  divided  into  lights  as  shown. 
Each   sash   shall   be   neatly   fitted   and'  properly 
hung  with  Wollensak's  plain  bronze  sash  centers, 
No.  144,  and  shall  be  secured  with  bronze  cup- 
board turns,  and  provided  with  casement  rods  or 
shutter  holders.    No.  8,020,  p.  1876,  "Simmons." 

75.  All  transom  sash  that   are  fixed  shall  be 
closely  fitted  and  secured  in  place  with  heavy 
coat  of  white  lead  in  the  stop  joints,  so  that  all 
joints  shall  be  water  tight. 

76.  Skylight  sash   shall  be  2^4   inches  thick, 
and  divided  as  shown  on  sheet  No.   16,  center 
pivoted  and  made  water  tight. 

77.  The  door  frames  at  each  end  of  the  build-   Door  Frames, 
ing  shall  have  rebated  solid  plank  frames,  beaded 

and  moulded  on  outer  face  to  match  window 
frames.  They  shall  be  built  in  same  manner  as 
specified  for  window  frames,  using  "B"  select, 
and  shall  be  secured  to  brick  work  in  the  same 
manner  as  specified  for  other  frames.  The  frame 
for  the  double  door,  south  end,  shall  be  rebated 
for  2^4  inch  doors,  and  shall  have  a  transom  bar 
3%  inches  thick.  The  single  door  at  north  end 
shall  be  made  without  transoms  and  shall  have 
1^4  inch  rebate. 

78.  The  doors  at  the  south  end  shall  be  double,    Doom, 
and  each  door  shall  be  hung  with  four  6  inch  by 

6  inch  real  bronze  butts,  rebated  at  center  joint 
and  beaded. 


316  COMPLETE  SPECIFICATIONa 

79.  The  doors  shall  be  2^4  inches  thick  and 
made  of  dry  "B"  select,  with  stationary  sash  di- 
vided in  lights  as  shown;  lower  portions  of  the 
doors  shall  be  paneled  and  moulded  as  shown  by 
detail  sheet  No.  13 ;  the  panels  shall  be  made  of 
tongued  and  grooved  %  inch  "B"  select,  2  inches 
wide,  with  all  joints  beaded  and  driven  up  in 
white  lead. 

80.  The  single  door  in  the  north  end  shall  be 
made  of  "B"  select,   ift  inches  thick.     It  shall 
have  stationary  sash  panels,  and  be  built  as  speci- 
fied for  south  door. 

81.  Doors  shall  be  secured  with  mortise  locks, 
rebated   for  double  doors,  bronze  knobs,  plates 
and  trimmings,  and  flush  spring  bolts,  top  and 
bottom  of  real  bronze. 

82.  The  sash   in  all  doors  and   transoms   for 
same  shall  be  as  specified  for  the  window  sash, 
and  the  transom  sash  pivoted  and  hung  with  the 
same  kind  and  quality  of  hardware. 

83.  The  large  sliding  doors  shall  be  made  of 
the  same  quality  of  lumber  as  specified  for  the 
small  doors,  and  in  two  thicknesses  of  i%  inches 
each,  making  a  total  of  3^  inches,  framed  sep- 
arately, and  put  together  with  white  lead,  and 
firmly  screwed  up  with  3  inch  screws,  counter- 
sunk; they  shall  have  tenoned   stiles,  rails  and 
muntins ;  all  tenons  shall  be  double  pinned  with 
y2  inch  white  oak  pins,  and  all  shall  be  bolted  to- 
gether with  iron  rods,  as  shown  by  dot  lines  on 
detail  sheet  No.  14.     The  panels  shall  be  made 
of  tongued  and  grooved  "B"  select,  2  inches  wide 
and  beaded  both  sides. 

84.  Small   swing  doors   shall   be   framed   into 
each  large  door,  making  four  in  all.    They  shall 
be  hung  with  three   (3)   4  inch  by  4  inch  real 
bronze  butts,  and  fitted  with  Yale  mortise  locks, 
with  keys  to  pass. 

85.  Each  pair  of  the  large  sliding  doors  shall 
have  wrought  iron  drop  bars,  made  of  2  inch  x  y^ 
inch  iron,  bolted  at  one  end  and  made  to  drop 
into  a  hook  at  the  other ;  with  a  turned  iron  hand 
lift  as  shown  on  detail  sheet  No.  14. 

Oak  Brace  Frame        86.    An    Oak   brace    frame    for   each   door   Open- 
for  Large  Doors.  jng^  having  form,  size  and  radius  as  shown  on 
detail  sheet  No.  14,  rounded  on  each  edge,  shall 


SPECIFICATIONS  FOR  ENGINE  HOUSE,  317 

be  secured  to  the  brick  work  with  expansion  bolts, 
in  the  most  substantial  manner,  and  framed  into 
a  girder  made  of  i^  mcri  by  7^2  inch  oak,  of 
length  equal  to  the  run  of  both  doors,  and  firmly 
bolted  to  the  wall  with  bracketed  bolts,  as  de- 
tailed. All  to  be  put  in  position  before  plastering, 
in  the  most  careful  and  substantial  manner. 

HARDWARE. 

87.  The  numbers  and  pages  given  for  hard-   window* 
ware  refer  to  Simmons'  catalogue. 

88.  All  pivoted  windows  shall  be  hung  with 
Wollensak's  plain  bronze  sash  centers,  No.  144, 
and  secured  with  plain  bronze  cupboard  turns, 
No.  8,535,  page  1650,  and  real  bronze  casement 
stays,  No.  8,020,  page  1876.     Pivoted  transoms 
shall  be  fitted  with  similar  sash  centers,  and  with 
Payson's  solid  grip  transom  lifts,  real  bronze,  ^ 
inch  by  6  feet,  No.  0336. 

89.  All  doors,  except  large  sliding  doors,  shall    Dooca 
be  hung  with  butts,  and  fitted  with  Yale  mortise 
locks  and  keys  to  pass,  and  top  and  bottom  bolts 

for  the  double  doors. 

90.  The  two  double  doors  in  south  end  shall 
each  be  hung  with   four  6-inch  by  6-inch  real 
bronze  butts,  and  fitted  with  rebated  mortise  Yale 
lock,  plain  bronze,  for  2^4  inch  door,  with  keys 
to  pass,  and  real  bronze  extension  flush  bolts, 
plain,  same  as  Yale  pattern  No.  788E.,  B.  34, 
page  1675. 

91.  The  single  door  in  north  end  shall  be  hung 
with  four  6-inch  by  6-inch  real  plain  bronze  butts, 
and  fitted  with  lock  for  \y^  inch  door  of  same 
kind  as  specified  for  double  door. 

92.  The  four  small  swing  doors  that  are  built 
in  the  large  sliding  doors  shall   each  be  hung 
with  three  (3)  4  inch  by  4  inch  real  plain  bronze 
butts,  and  fitted  with  lock  as  specified  for  the 
north  door. 

93.  The  finish  of  all  hardware  shall  be  real   Finish, 
plain  bronze  throughout,  and  all  locks  shall  be 
Yale,  with  keys  to  pass. 

94.  Construct  for  the  two  sets  of  large  sliding   iron  work  for 
doors  a  hanger  and  track  as  per  detail   sheet      sliding  Doors. 
No.  14.    The  hanger  shall  be  made  of  wrought 

iron  ii  inches  wide  and  y±  inch  thick,  bent  to 


318  COMPLETE  SPECIFICATIONS. 

correspond  with  profile  shown,  and  fitted  with  a 
steel  track  wheel,  turned  with  a  groove,  and  nec- 
essary bearings.  The  hanger  shall  be  firmly 
bolted  to  the  doors  with  heavy  screw-bolts,  as 
shown. 

95.  The  track  for  above  hanger  shall  be  made 
of  steel  Z  bars,  4.72  pounds  per  foot  (Carnegie 
catalogue,  No.  295),  with  the  short  flange  ground 
to  fit  groove  in  wheel,  and  the  large  flange  firmly 
bolted  to  oak  girder.    The  track  shall  be  equal  to 
the  run   of  both   doors.     These  doors  must  be 
made  to  run  easily  and  work  perfectly. 

PLASTER. 

96.  The   side   and   end   walls   from   the   stone 
foundation  to  the  top  of  the  brick  walls  in  the 
inside  of  the  building,  including  window-jambs 
and  stools,  shall  be  plastered  with  Acme  plaster, 
and  given  a  granulated  finish  with  white  sand, 
applied  according  to  the'  directions  of  agent.    All 
walls  shall  have  straight,  true  surfaces,  angles 
plumb,  jambs  and  stools  plastered.     Walls  shall 
be  laid  off  to  represent  stone  courses,  as  directed. 
Joints  shall  be  marked  off  when  plaster  is  green, 
and  shall  be   *4  inch  throughout,  and  cut  with 
clean  edges,  the  joints  to  continue  around  win- 
dow-jambs and  to  be  struck  to  represent  arch 
stones  over  openings. 

97.  A  plaster  base  and  wainscot  moulding  shall 
be  made  around  the  building  of  height  shown, 
base    12   inches   by    I    inch,   chamfered   on   top; 
wainscot  cap,  5  inches  by  I  inch,  moulded  and 
chamfered  top  and  bottom,  as  shown  on  sheets 
Nos.  3  and  4. 

PAINTING  AND  GLAZING. 

98.  The  contractor  shall   furnish  all  material 
and  perform  all  labor  necessary  for  the  proper 
painting  of  the  building.    All  sap,  knots,  etc.,  of 
the  wood-work  shall  be  covered  with  a  good  coat 
of  strong  shellac  before  priming. 

Priming  99.  All    wood-work    to    be    painted    shall    be 

primed  with  French  ochre  and  boiled  linseed  oil, 
and  all  iron-work  shall  be  primed  with  oxide  of 
iron  and  boiled  linseed  oil.  All  holes  and  cracks 
in  the  wood-work  shall  be  puttied  and  stopped 
on  the  priming  coat,  and  again  before  app'/mg 
the  last  finishing  coat. 


SPECIFICATIONS  FOR  ENGINE  HOUSE, 


319 


Tin  and  Galvan 
ized  Iron. 


Inside  Wood- 
work- 


100.  All  outside  wood-work,  usually  painted,    Outside  wood- 
shall  have  four   (4)   coats  of  pure  white  lead,      work* 
ground  in  linseed  oil,  and  mixed  with  pure  boiled 

linseed  oil.  The  exterior  of  all  frames,  doors, 
sashes,  sky-lights,  etc.,  shall  have  the  last  two  (2) 
coats  in  colors,  as  directed  by  the  water  commis- 
sioner. 

101.  All  tin   and  galvanized  iron  shall  have, 
after    completion,    three    (3)    coats    of    Dixon's 
Silica  Graphite  paint,  thinned  with  pure  boiled 
linseed  oil ;  each  coat  shall  be  allowed  to  dry  thor- 
oughly before  the  next  is  applied.     Each  coat  of 
paint  on  the  tin  roof  must  be  of  a  different  shade, 
and  each  shade  shall  be  approved  by  the  water 
commissioner. 

1 02.  All  of  the  inside  wood-work,   including 
sash,   doors   and   frames,   etc.,   shall   be   painted 
four  (4)  coats  of  pure  white  lead,  ground  in  oil. 
and  mixed  with  pure  boiled  linseed  oil,  brushed 
on  smooth  and  even,  and  grained  a  perfect  oak 
on  the  last  coat,  after  which  it  shall  receive  a 
heavy  coat  of  coach  varnish,  evenly  flowed  on 
and  left  in  the  gloss." 

103.  The  ceiling,  including  purlins,  skylights, 
etc.,  shall  be  painted  with  four  (4)  coats  of  paint 
of  quality  specified  above,  and  of  such  colors  as 
the  water  commissioner  may  direct,  and  each  suc- 
ceeding coat  must  be  of  a  different  shade,  as  per 
direction  of  the  water  commissioner. 

104.  The  first  gallery  floor  shall  receive  four   wood  Floor. 
(4)  coats  of  pure  boiled  linseed  oil,  and  the  floor 

girders  shall  be  painted  to  match  the  iron  chan- 
nel bar  and  brackets. 

105.  All  iron  and  steel  work  before  leaving 
the  shop  shall  be  thoroughly  cleaned  from  all 
loose  scale  and  rust,  and  after  inspection  be  given 
one  good  priming  coating  of  pure,  raw  linseed  oil 
and  iron  oxide,  well  worked  into  all  joints  and 
open  spaces. 

1 06.  In  riveted  work  the  surfaces  coming  in 
contact  shall  be  painted  before  being  riveted  to- 
gether.   Bottoms  of  bed-plates,  bearing-plates  and 
any  parts  which  are  not  accessible  for  painting 
alter  erection,  shall  have  two  coats  of  paint. 

107.  After  the   structure  is  erected   the  iron 
work,  both  wrought  and  cast,  shall  be  thoroughly 
and  evenly  painted  with  three  additional  coats  of 


Ceiling. 


Ironwork. 


320 


COMPLETE  SPECIFICATIONS. 


paint,  of  quality  specified  for  the  wood-work, 
mixed  with  strictly  pure  linseed  oil,  and  each 
succeeding  coat  shall  be  of  a  different  shade,  and 
each  shade  must  be  determined  and  approved  by 
the  water  commissioner. 

workmanship.  io8.  The  painter  must  see  that  all  wood-work 
is  perfectly  clean  before  priming  or  painting,  and 
putty  up  all  nail  heads  and  other  defects,  and 
sandpaper  smooth  and  perfectly  prepare  all  wood 
before  applying  a  second  coat.  The  whole  of  the 
painting  work  throughout  to'be  done  in  the  best 
and  most  workmanlike  manner,  and  all  paint  and 
varnish  spots  must  be  cleaned  off  the  glass,  walls 
and  galleries  at  the  completion  of  the  work,  and 
all  left  clean  and  perfect,  without  exception. 

109.  All  paint  must  be  mixed  at  the  building, 
and  under  the  direction  of  the  water  commis- 
sioner, except  the  priming  for  the  iron  work. 

Glazing.  no.  All    of    the    glass    throughout    shall    be 

American,  double  thick,  perfectly  free  from  any 
blemish,  flaw  or  defect.  All  shall  be  set  in  oil 
putty,  carefully  tacked  with  tin  glazing  tacks,  and 
back  puttied. 

HI.  All  glass  to  be  cleaned  after  glazing,  and 
again  after  painting  sash. 

SKYLIGHT  ROOFS. 

Manufacture.  1 12.  The  skylight  roofs  used  on  this  building 
shall  be  of  the  Vaile  &  Young  patent,  and  shall 
be  adapted  to  the  wood  cage  construction,  as  de- 
tailed on  sheet  No.  16. 

113.  The  bars  shall  be  of  galvanized  iron,  ex- 
cept the  parts  exposed  to  the  weather,  which  shall 
be  of  20-ounce  copper,  and  the  said  bars  must  be 
rigid  enough  to  support  the  glass  without  deflec- 
tion.    The  apex  shall  not  be  finished  to  a  point, 
but  shall  be  fitted  to  the  square  of  the  size  of  the 
copper  finial,  and  said  finial  shall  fit  over  the  apex 
and  cover  all  joints.    This  finial  shall  be  made  of 
i8-ounce  copper  and  furnished  with  the  skylights. 

114.  All  bars  not  resting  on  rafters  shall  be 
wrought  iron,  encased  with  galvanized  iron. 

Ovttera.  1 1 5-  All  skylights  shall  have  hanging  gutters 

of  2O-ounce  copper,  with  a  fall  to  one  corner,  and 
from  this  corner  the  water  shall  be  conveyed  to 
the  main  roof  by  means  of  a  copper  down-spout, 
which  shall  be  furnished  with  the  skylight. 


SPECIFICATIONS  FOR  ENGINE  HOUSE.  321 

1 16.  All  glass  used  in  the  skylights  shall  be  Y%    Gia» 
inch  thick  and  ribbed.  It  shall  be  furnished  by  the 
manufacturers  of  the  skylights,  and  it  shall  be  set 
with  special  care,  and  under  rigid  inspection,  and 
shall  be  of  a  continuous  length. 

ROOF  TRUSSES. 

117.  The  castings  shall  be  made  from  a  su- 
perior quality  of  iron,  tough  and  of  even  grain, 
and  must  conform  in  shape  and  dimensions  to  the 
drawings.     Castings  must  be  clean  and  perfect, 
without  flaw  or  sand  holes  or  defects  of  any  kind. 

118.  With  the  exception  of  the  bearing  plates, 
the  roof  trussing  shall  be  of  soft  steel  throughout. 

119.  The  steel  must  be  uniform  in  character. 
The  finished  parts  must  be  free  from  cracks  on 
the  faces  or  corners,  and  have  a  clean,  smooth 
finish.     No  work  shall  be  put  upon  any  steel  at 
or  near  the  blue  temperature,  or  between  that  of 
boiling  water  and  of  ignition  of  hardwood  saw- 
dust. 

1 20.  All  tests  shall  be  made  by  samples  cut 
from    the   finished   material   after   rolling.      All 
broken  samples   must  show  uniform  fine  grain 
fractures  of  a  blue,  steel  gray  color,  entirely  free 
from  a  fiery  luster  or  blackish  cast.     Soft  steel 
shall   have   an   ultimate   strength   of   54,000   to 
62,000  pounds  per  square  inch;  an  elastic  limit 
not  less  than  30,000  pounds  per  square  inch,  and 
a  minimum  elongation  of  25  per  cent,  in  8  inches. 

Before  or  after  heating  to  a  light  yellow  heat 
and  quenching  in  cold  water,  this  steel  must  stand 
bending  180  degrees  to  a  curve,  whose  inner 
radius  is  equal  to  the  thickness  of  the  sample, 
without  sign  of  fracture. 

121.  Specimen  pieces  of  a  size  and  form  suit- 
able for  the  testing  machine  shall  be  cut  from 
any  plate,  angle  or  bar,  when  directed  by  the 
water  commissioner. 

122.  If   any   specimen   shall   not   conform   to 
above  requirements,  all  the  material  of  the  same 
form  and  manufacture  as  the  piece  from  which 
this  specimen  was  taken  will  be  rejected. 

123.  All  rivets  shall  be  made  of  soft  steel,  and 
the  steel  for  rivets  must,  under  the  above  bend- 
ing test,  stand  closing  solidly  together  without 
sign  of  fracture. 

21 


COMPLETE  SPECIFICATIONS. 


Finish. 


Planed, 


Punching. 


Bftvet  Holes. 


specimen  Bars.  124.  For  all  material  taken  by  the  water  com- 
missioner for  testing  there  will  be  added  to  the 
final  estimate  the  following  prices,  viz. : 

For  all  steel,  the  sum  of  five  cents  per  pound. 

For  all  cast  iron,  the  sum  of  three  cents  per 
pound. 

All  broken  material  to  belong  to  the  party  of 
the  second  part. 

125.  The  workmanship  and  finish  throughout 
shall  be  thorough  and  of  the  very  best,  and  any 
piece  or  part,  however  perfect  it  may  be  in  other 
respects,  if  defective  in  workmanship,  will  be  re- 
jected. 

126.  That  part  of  the  bed  plate  on  which  rests 
the  three  eighth  inch  bottom  plate  of  the  truss 
shall  be  planed  or  faced  to  a  true  plane  surface. 
All  abutting  joints  in  top  and  lower  chord  shall 
be  planed  or  faced. 

127.  In  punching  rivet  holes,  the  diameter  of 
the  die  shall  in  no  case  exceed  the  diameter  of  the 
punch  more  than  one-sixteenth  inch,  and  all  holes 
must  be  clean  cut,  without  torn  or  ragged  edges. 

128.  All    rivet   holes    shall    be    so    accurately 
spaced  and  drilled  or  punched  that  when  the  sev- 
eral  parts  are  assembled  a   rivet  one-sixteenth 
inch  less  in  diameter  than  the  hole  can  be  entered 
hot  into  any  hole  without  straining  the  iron  by 
drifting.   Occasional  variations  shall  be  corrected 
by  reaming. 

I29-  Whenever  possible,  all  rivets  must  be  ma- 
chine driven.  The  rivets,  when  driven,  shall  com- 
pletely fill  the  holes.  The  rivet  heads  shall  be 
round  and  of  a  uniform  size  throughout  the  work. 
They  shall  be  full  and  neatly  made,  and  be  con- 
centric with  the  rivet  holes,  and  thoroughly  pinch 
the  connected  pieces  together.  The  several  pieces 
forming  one  built  member  must  fit  closely  to- 
gether, and  when  riveted  shall  be  free  from  twists, 
bends  or  open  joints.  The  angle  irons  forming 
the  top  chord  must  be  bent  at  the  different  panel 
points  to  the  proper  angle.  The  lower  chord 
shall  have  sufficient  camber  to  allow  for  the  de- 
flection of  the  loaded  truss. 

ion*  and  Nuts.  13°-  All  bolts  and  nuts  to  be  made  from  the 
best  quality  of  soft  steel.  The  nuts  to  be  hex- 
agonal and  the  heads  square.  Heads,  nuts  and 
threads  to  be  standard  size.  All  bolts  shall  have 
a  washer  under  the  heads  or  nuts,  where  in  con- 
tact with  wood. 


SPECIFICATIONS  FOR  ENGINE  HOUSE. 


323 


Bed  Plates  and 
Anchors. 


131.  All  rods  with  screw  ends  shall  be  upset   upset  Ends. 
at  the  ends  so  that  the  diameter  at  the  bottom  of 

the  threads  shall  be  one-sixteenth  inch  larger 
than  any  part  of  the  body  of  the  bar. 

132.  All  the   angles,   filling  and   splice  plates   Angto*  ** 
must  fit  at  their  ends  to  the  flange  angles  suffi- 
ciently close  to  be  sealed,  when  painted,  against 

the  admission  of  water,  but  need  not  be  boat 
finished. 

133.  To   support   and   hold    purlins    in   place,    Fastening  and 
short  pieces  of  angle  iron  $l/2  inches  by  6  inches 

by  24  m°h  shall  be  riveted  to  principals  with  two 
24 -inch  rivets,  and  purlins  shall  be  fastened  to 
them  by  24 -inch  bolts.  The  contractor  shall  fur- 
nish all  bolts,  each  with  one  cast  iron  washer. 

134.  All  the  bed  plates  under  fixed  and  sliding 
end  must  be  fox-bolted  to  the  masonry  with  154 
inch  bolts.    The  contractor  must  furnish  all  bolts, 
drill  all  holes  and  set  bolts  to  place  with  cement. 

IRON  GALLERY,  LADDERS,  ETC. 

135.  The  galleries  shall  consist  of  three  differ- 
ent sections,  as  follows : 

1st.    A  lower  or  first  gallery.     (Sheet  No.  7, ) 
2d.     An  upper  or  second  gallery.     (Sheet  No.  7.) 
3d.     A  balcony  gallery.     (Sheet  No.  4.) 

Details  for  above  galleries  will  be  found  on 
sheet  No.  17. 

136.  The  first  gallery  shall  extend  around  the 
entire  building  on  a  level  with  grade  (El.  115), 
and  shall  consist  of  brackets,  railing,  chains,  posts 
and  wood  floor. 

137.  The  wood  floor  shall  be  4  feet  and  2  inches 
wide  and  made  of  il/2  inch  thick  by  3  inch  wide 
yellow  pine  flooring,  and  shall  rest  upon  two  gird- 
ers and  one  channel  bar,  and  both  girders  and 
channel  bar  shall  be  supported  by  cast  iron  brack- 
ets.    The  channel  bar  shall  be  6  inches  high, 
weighing  gl/2  pounds  per  lineal  foot,  and  to  this 
channel  shall  be  bolted  yellow  pine  nailing  joists 
2  inch  by  6  inch ;  the  bolts  shall  be  ^  inch,  with 
round    head,   nuts    and   washers,   and    shall   be 
spaced  three  to  each  panel.    The  two  yellow  pine 
girders  shall  be  3  inch  by  8  inch  and  notched  so 
as  to  seat  on  the  top  of  brackets. 

138.  Brackets  shall  be  cast,  according  to  de- 
tail, shown  on  sheet  No.  17,  and  shall  be  firmly 
bolted  to  the  stone-mason  work  with   I  inch  by 
10  inch  expansion  bolts,  at  top  and  bottom  of 


324  COMPLETE  SPECIFICATIONS. 

each  bracket.  The  stone  walls  must  be  recessed 
sufficiently  to  give  an  even  bearing  for  the  backs 
of  all  brackets. 

139.  Railing  shall  be  made  of  gas  pipe  and 
suitable  fittings   connecting   same,   made   in   ac- 
cordance  with    details.      Top   and   bottom    rails 
shall  be   il/2   inch  and   2   inch  gas  pipe;   inter- 
mediate rails,  1^4  mch  gas  pipe;  principal  posts 
2l/2  inch,  and  intermediate  posts  2  inch  diameter 
cast  iron. 

140.  At  the  angle  where  the  stairs  commence 
this  first  gallery  shall  be  constructed,  on  a  radius, 
as  shown  on  gallery  plan,  sheet  No.  7,  to  make 
room  for  said  stairway.     A  round  hole  must  be 
made  in  this  floor  to  suit  stair  column. 

141.  Suitable   chain   fastening   gates   shall   be 
provided   at   all   openings   in   gallery  with   suit- 
able hooks,  etc.,  chain  to  be  of  wrought  iron  l/t 
inch  in  diameter.     There  shall  be  two  chains  at 
each  opening.    See  sheet  No.  7. 

Upper  or  second  142.  The  second  gallery  shall  extend  across 
south  end  of  building,  and  terminate  at  one  end 
with  a  spiral  staircase,  and  shall  consist  of  brack- 
ets, channels,  railings,  post  and  floor.  The  brack- 
ets shall  be  cast  as  per  detail,  shown  on  sheet 
No.  17  (scale,  %  inch),  and  fastened  to  brick 
work  by  an  expansion  bolt  at  the  foot  and  a  bear- 
ing plate  at  the  head.  Upon  these  brackets  shall 
rest  a  six  inch  channel  bar  weighing  9^/2  pounds 
per  lineal  foot,  and  another  bar  of  same  size  and 
weight  shall  be  fastened  to  the  brick  work  by  ex- 
pansion bolts.  Upon  these  two  channels  the  cast 
floor  plates  shall  take  their  bearing.  The  railing, 
posts,  etc.,  shall  be  made  the  same  as  specified 
for  the  first  gallery.  For  a  plan  of  this  second 
or  upper  gallery,  refer  to  sheet  No.  7.  The  floor 
plates  shall  each  be  cast  with  three  ribs ;  said  ribs 
shall  be  spaced  on  centers,  according  to  the  length 
of  the  floor  plates,  and  shall  be  located,  one  on 
each  extreme  edge  and  one  in  the  center;  all  3 
inches  deep  and  I  inch  thick. 

143.  Winding  stairs  shall  consist  of  cast  iron 
center  column,  treads,  rail  and  newels. 

144.  The  center  column  shall  be  cast  %  inch 
metal  and  be  7  in.  in  diameter,  terminating  at 
upper  end  with  a  newel,  as  shown  on  sheet  No.  17. 

145.  The  center  column  shall  be  supported  by 
two  12  inch  steel  I  beams,  42  pounds  per  foot, 
located  diagonally  across  one  corner  of  the  stone 


SPECIFICATIONS  FOR  ENGINE  HOUSED  825 

foundation,  with  bolts  and  separators,  and  set  in 
place  before  commencing  the  brick  work.  The 
column  shall  have  a  square  iron  flange  on  the 
lower  end  of  I  inch  metal,  and  said  flange  must 
be  firmly  bolted  to  the  steel  I  beams. 

146.  Steps    or   treads    shall    be   cast    without 
risers,  but  shall  have  thimble  height  of  step,  cast 
on  each  step,  with  tread  nosing  continued  around. 

147.  These  thimbles  shall  have  freedom  figured 
on  drawing,  and  the  vacant  space  shall  be  well 
and  thoroughly  calked  with  sulphur. 

148.  Steps  shall  be  cast  of  ^4  mcn  metal,  dia- 
mond pattern  tread.     Each  step-thimble,  bracket 
and  flange  shall  be  cast  in  one  piece,  each  step 
being  bolted  to  the  next  at  connections.    The  first 
risers  shall  be  housed  into  the  wood  floor,  if  nec- 
essary. 

149.  Stair  rail  shall  be  made  of  2.  inch  gas  pipe, 
bent  to  proper  sweep  and  curve,  terminating  top 
and  bottom  at  newels.    Newels  shall  be  cast  iron 
Y%  inch  metal.     All  shall  be  executed  according 
to  drawings,  each  and  every  portion  put  up,  bolted 
and  secured  in  the  strongest  and  most  workman- 
like manner,  and  to  the  satisfaction  of  the  water 
commissioner. 

150.  The  third  or  balcony  gallery  shall  be  con-   Balcony  oaiiery 
structed  of  wrought  iron  brackets,  made  of  ^ 

inch  by  2.  inch  metal,  and  fastened  to  the  brick 
work  with  expansion  bolts.  It  shall  be  provided 
with  an  oak  tread  board.  This  tread  board  shall 
be  furnished  by  the  carpenter  and  put  in  place 
by  the  gallery  contractor. 

151.  This  balcony  shall  extend  across  north 
end  of  building,  as  shown  on  section  plan  No.  4. 

152.  Two  wrought  iron  ladders  with  ^  inch   ladders, 
by  2  inch  sides  and  ^  mcn  round  rungs,  passing 
through   side   pieces   and   riveted,   shall   be   fur- 
nished, put  in  place  and  properly  secured.    One 
ladder  to  start  on  the  first  or  lower  gallery  and 
extend  up  and  through  the  balcony  gallery  as  per 
drawings.     One  ladder  shall  be  located  on  the 
exterior  of  the  building  and  commence  about  10 

feet  from  the  ground  and  extend  upwards  to  and 
be  anchored  into  the  fire-wall  coping,  as  shown 
on  elevation  sheet  No.  I.  The  details  for  these 
iron  ladders  will  be  found  on  sheet  No.  17. 

153.  There  shall  be  cast  and  set  in  place  cast   Doorssiis 
iron  door  sills  for  the  doors  in  the  north  and  south 

ends  and  the  two  large  doors  in  each  side. 


326 


COMPLETE  SPECIFICATIONS. 


Hand  Rail. 


Traveler  Track. 


154.  Sill  for  the  south  door  shall  be  5  feet  8 
inches  long  and  3  feet  4^4  inches  wide,  ^  inches 
thick,  and   cast  in  diamond  pattern,  with  door 
saddle  and  seats  for  wood  frame  drilled  for  l/2 
inch  expansion  bolts. 

155.  Sill  for  the  north  door  shall  be  3  feet  6 
inches  long  and  3  feet  4^  inches  wide,  cast  same 
as  specified  for  south  door. 

156.  Sills  for  the  large  doors  shall  be  cast  dia- 
mond  pattern,    I    inch   thick,   and   shall   have   a 
square    flange    on    outside    and    inside    edge   as 
shown.    These  sills  shall  be  cast  in  three  separate 
sections,  as  shown  and  figured  in  sheet  No.  17. 

157.  A  hand  rail  made  of  1*4  inch  gas  pipe 
shall  be  provided  and  put  in  place  and  continued 
along  both  sides  of  the  building  its  entire  length, 
3  feet  6  inches  above  the  traveler  I  beam.    This 
railing  shall  project  from  the  wall  6  inches,  and 
be  firmly  bracketed  to  the  wall  at  sufficient  inter- 
vals to  insure  ample  stiffness.     The  ends  shall 
be   secured  to  the  wood   window   frames.     See 
sheet  No.  3. 

158.  The  traveler  track  shall  consist  of  an  iron 
I   beam,   8  inches   in   height,   and   weighing   34 
pounds  per  lineal  foot,  Carnegie  catalogue,  No.  8 
C,  page  22,  extending  the  entire  length  of  build- 
ing on  each  side.    It  shall  be  firmly  bolted  to  the 
stone  sill  course  with   24  mcn  expansion  bolts, 
and  the  space  between  the  web  of  beam  and  sand- 
stone sill  shall  be  rilled  with  hard  burned  brick, 
laid  in  the  best  of  cement  mortar. 

159.  Upon  the  top  flange  of  this  8  inch  I  beam 
a  flat  top  steel  rail,  weighing  52  pounds  per  lineal 
yard,  shall  be  bolted,  extending  the  entire  length 
on  both  sides  of  the  building.    This  rail  must  be 
drilled  in  each  flange,  and  these  flanges  bolted 
with  24  mcn  bolts  into  the  flanges  of  the  I  beam. 
The  rail  shall  be  'connected  at  joints  with  fish- 
plates and  bolts. 

1 60.  Two  8-inch  I  beams,  weighing  34  pounds 
per  foot,  with  bolts  and  separators,  shall  be  built 
in  brick  work,  as  shown  on  plan  and  specified  in 
clause  No.  31,  and  covered  with  a  ^-inch  iron 
plate. 

GENERAL  CLAUSES. 

complete.  161.  All  of  the  materials  and  work  required 
for  the  full  completion  of  the  building  herein 
specified,  to  the  entire  satisfaction  of  the  water 


I  Beams  in  Side 
Walls. 


SPECIFICATIONS  FOR  ENGINE  HOUSE. 


327 


commissioner,  shall  be  furnished  and  done  by  the 
contractor,  and  should  anything  not  mentioned 
within  this  specification  be  necessary  to  fully  com- 
plete the  work,  the  same  shall  be  furnished  and 
done  without  extra  charge. 

162.  No  masonry  work  of  any  description  shall 
be  laid  in  freezing  weather,  except  with  special 
permission  of  the  water  commissioner. 

163.  All  unfinished  work  shall  be  properly  pro- 
tected from  injury  by  frost. 

164.  Any  masonry  work  found  damaged  by 
frost  shall  be  taken  down  and  rebuilt  at  the  cost 
of  the  contractor. 

165.  When  the  work  is  completed,  the  bin' Id- 
ing,  substructure  and  surrounding  grounds  shall 
be  cleared  of  all  rubbish  caused  by  construction, 
and  left  in  a  neat  and  presentable  condition  for 
immediate  use. 

1 66.  Measures  shall  be  taken  by  the  contractor, 
whether  required  by  city  ordinance  or  not,  to  in- 
sure the  safety  of  the  public,  by  such  precautions 
of  fencing,  watching,  lights,  etc.,  as  the  exigencies 
of  the  case  may  call  for. 

167.  The  contractor  shall  furnish,  at  his  own 
cost  and   expense,   all   necessary  centering  and 
scaffolding,  and  remove  same  at  the  completion 
of  the  work. 

1 68.  Due  facilities  must  be  afforded  the  water 
commissioner  for  giving  the  lines,  grades  and 
points,  and  all  stakes  or  marks  given  by  him  must 
be  preserved  undisturbed. 

169.  The  contractor  shall  keep  on  the  work, 
accessible  at  all  times,  the  plans  furnished  him  by 
the  water  commissioner,  and  a  copy  of  these  spec- 
ifications. 

170.  At  all  times,  when  work  is  in  progress, 
there  shall  be  a  foreman  or  head  workman  on  the 
grounds. 

171.  Necessary    conveniences    shall    be    con- 
structed for  the  use  of  the  contractor's  employees, 
and  during  the  progress  of  the  work  herein  speci- 
fied the  contractor  shall  not  use  or  interfere  in 
any  manner  with  the  present  buildings,  pipes  or 
appurtenances  of  the  waterworks.     , 

172.  The    use    of    the    railroad    tracks    and 
switches  belonging  to  the  waterworks  will  be  per- 
mitted to  the  contractor  for  the  work  herein  speci- 
fied at  such  times  only  as  will  not  interfere  with 
the  delivery,  switching  and  handling  of  coal  cars. 


Frost. 


Cleaning  up. 


Public  Safely. 


Erection. 


328 


COMPLETE    SPECIFICATIONS. 


Examination 
of  work. 


173.  Particular  care  must  be  exercised  in  the 
protection  of  all  finished  work  as  the  building  pro- 
gresses, such  as  exterior  projections,  cut  stone,  iron 
stairs  and  galleries,  etc.,  which  must  be  fully  pro- 
tected from  injury  or  defacement  during  the  erection 
and  completion  of  the  building. 

174.  The  erection  shall  be  carried  on  in  such 
manner  as  will  in  no  way  interfere  with  the  erection, 
completion  and  operation  of  the  pumping  engines  or 
machinery.     The  extra  cost  of  handling  the  erection 
in  this  manner  must  be  included  in  the  sum  bid  for 
the  work. 

175.  The  directions  of  the  water  commissioner 
as  to  'the  disposition  of  building  materials  and  loca- 
tion of  sheds,  temporary  buildings,  etc.,  must  be 
strictly  observed. 

1 76.  Whenever   required  by   the   water   com- 
missioner, the  contractor  shall  furnish  all  facilities 
and  labor  to  make  an  examination  of  any  work,  com- 
plete or  in  progress,   under  this  contract.     If  the 
work  so  examined  is  found  defective  in  any  respect, 
or  not  in  accordance  with  this  contract  and  specifica- 
tions, the  contractor  shall  bear  all  expenses  of  such 
examination  and  of  satisfactory  reconstruction.     If 
the  work  so  examined  is  found  to  be  in  accordance 
with  the  contract  and  specifications,  the  expense  of 
the  examination  and  reconstruction  will  be  estimated 
to  contractor  at  a  fair  price,  to  be  determined  by  the 
water  commissioner.  M.  L.  H. 

171.  General  Specifications  for  Railroad  Concrete 
Work.  Cement  concrete  masonry,  either  with  or  without  re- 
inforcement with  steel  bars,  is  coming  into  such  general  use 
that  a  stone  masonry  specification  in  former  editions  of  this 
work  is  here  replaced  by  a  general  specification  for  railway 
concrete  construction  (not  reinforced  by  steel  rods),  these  being 
now  in  use  (1902)  by  the  Illinois  Central  Railway  Company. 

FOUNDATIONS  AND  EXCAVATION. 

i.  Cofferdams,  where  necessary  as  a  protection  against 
water  in  adjacent  streams,  etc.,  shall  generally  be  built  in  ac- 
cordance with  detailed  plans  to  be  furnished  in  connection  with 
each  piece  of  work.  Such  cofferdams  may  consist  of  substan- 
tial or  lighter  structures  in  accordance  with  the  amount  of  pro- 
tection required  or  the  risk  to  be  incurred. 


SPECIFICATIONS  FOE  EAILEOAD  CONCEETE  WOEK.     329 

A — The  more  substantial  cofferdams  shall  be  built  by  driv- 
ing rows  of  piles,  spaced  from  three  to  five  feet  apart,  centers; 
these  to  be  securely  connected  together  by  lines  of  horizontal 
waling  bolted  on  the  outside,  and  sheet  piling  to  be  driven 
outside  of  these  waling  pieces  and  spiked  or  bolted  to  them  as 
may  be  necessary.  The  sheet  piling  may  consist  of  two  rows 
of  plank,  the  outer  covering  the  joints  between  the  inner  planks 
— each  row  driven  separate — or  they  may  consist  of  a  combina- 
tion pile,  made  up  of  three  pieces  of  plank,  so  built  together  as 
to  make  a  tongued  and  grooved  structure.  In  extreme  cases, 
two  rows  of  piles  and  two  rows  of  sheeting  would  be  used  and 
a  "puddling"  of  clay,  or  other  suitable  material,  filled  in  Se- 
tween  the  two  rows  of  the  cofferdams. 

B — Except  in  exposed  situations  piles  may  be  omitted,  and 
rows  of  sheet  piles  secured  to  waling  timbers  and  properly 
braced,  may  serve  the  purpose  of  the  cofferdam.  In  all  cases 
all  material  for  the  cofferdam  shall  be  furnished  by  the  con- 
tractor, and  shall  be  paid  for  by  the  lineal  foot  of  pile  furnished 
and  driven,  and  thousand  feet  B.  M.  of  timber,  boards  and 
planking  used  in  the  work;  these  prices  to  include  bolts,  spikes 
and  all  iron  work  required  to  hold  same  in  place. 

C — Generally  such  portions  of  cofferdams  as  do  not  ob- 
struct the  free  flow  of  the  water  and  are  below  ordinary  low 
water  may  be  left  in  the  work.  Portions  of  cofferdams  extend- 
ing above  this  level  will  generally  be  removed,  and  the  cost  of 
such  removal  is  to  be  included  in  the  prices  named  by  the  con- 
tractor for  this  work. 

It  must  not  be  inferred  by  the  contractors  that  cofferdams 
are  not  deemed  necessary  because  not  shown  on  the  general  or 
detailed  plans.  The  contractor  shall  take  up  the  question  of 
their  construction  with  the  proper  engineering  authority,  who 
shall  determine  the  extent  of  cofferdam  (or  sheeting),  bracing, 
etc.,  required,  the  work  being  constructed  and  paid  for  as  de- 
scribed in  other  portions  of  the  specifications. 

2,.  Excavation — Either  inside  of  cofferdams  or  in  open 
pits,  shall  be  taken  down  to  such  depth  as  may  be  specified  by 
the  engineer  in  charge.  The  contractor  shall  be  prepared  to 
sheet  the  sides  of  such  excavation  where  cofferdams  are  not 
used,  and  to  put  in  proper  bracing  to  protect  the  same  from 
caving;  all  timber  and  plank  used  for  such  sheeting  to  be  paid 
for  at  the  rates  named  for  cofferdam  material. 

A — All  excavated  material  shall  be  placed  where  it  is  avail- 
able for  filling,  either  in  adjacent  embankments,  or  around  the 
masonry  when  completed;  and  such  back  filling  as  may  be  re- 
quired against  abutments,  arches,  etc.,  and  which  can  be  done 


330  COMPLETE    SPECIFICATIONS. 

with  the  excavated  material,  shall  be  done  by  the  contractor, 
and  shall  be  covered  by  the  price  paid  for  excavation. 

B — No  allowance  shall  be  made  on  account  of  slope  to 
sides  of  excavations  where  the  same  are  made  in  material  al- 
ready compacted,  the  contractor  being  expected,  as  above  speci- 
fied, to  carry  down  the  excavation  to  the  proper  depth,  and  to 
protect  the  same  by  sheeting  and  bracing.  Where  excavations 
are  required  to  be  made  in  loose  or  uncompacted  material  (in- 
cluding sand  or  sandy  soil),  the  engineer  in  charge  shall  make 
a  proper  allowance  for  slope  in  such  material,  and  shall  measure 
all  material  removed  in  making  such  slope,  as  a  portion  of  the 
excavation.  The  price  paid  for  sheeting,  bracing,  etc.,  is  to 
include  the  whole  value  of  the  material,  the  same  being  left  in 
the  work,  if  necessary,  either  as  a  mold  for  the  concrete  founda- 
tion, or  as  a  protection  against  caving,  during  the  process  of 
excavation  or  of  putting  in  the  concrete. 

C — If  the  contractor  deposits  any  excavated  material  where 
it  will  obstruct  the  water-way  or  ditches  adjacent  to  railroad 
embankments,  or  in  any  place  not  fully  approved  by  the  engi- 
neer in  charge,  he  shall,  at  his  own  expense,  remove  the  same 
before  the  completion  of  the  work,  and  place  it  as  may  be  di- 
rected by  the  engineer,  or  if  the  same  is  not  done  promptly  upon 
the  request  of  the  engineer  or  inspector  in  charge  of  the  work, 
it  may  be  done  by  the  railroad  company's  employees,  and 
charged  to  the  contractor  and  deducted  from  his  estimates. 

D — Excavation  shall  be  classified  as  follows: 

a.  Dry  excavation,  including  all  materials  which  can  be 
handled  without  pumping,  and  with  which  no  water  is  mixed. 

b.  Wet  excavation,  including  all  material  removed  from 
cofferdams  or  pits,  where  pumping  is  required,  or  where  water 
accumulates,  either  by  seepage  or  from  floods  occurring  during 
the  progress  of  the  work.     The  price  paid  for  wet  excavation 
is  intended  to  cover  the  cost  of  all  pumping  which  may  be  re- 
quired, and  shall  include  furnishing  such  pumping  machinery 
as  may  be  necessary  for  the  work. 

Where  there  is  a  rock  foundation  within  reasonable  dis- 
tance below  the  surface  of  the  ground,  the  excavation  shall  be 
carried  down  to  the  rock,  and  the  surface  of  the  same  shall  be 
roughly  leveled  either  throughout  the  whole  area  of  the  founda- 
tion, or  by  making  steps  or  benches  at  different  elevations, 
separated  by  vertical  risers ;  all  loose  rock,  shale,  clay,  mud,  etc., 
being  removed  before  putting  in  the  foundation  concrete. 
Should  water  enter  freely  along  the  surface  of  the  rock,  the 
foundation  may  be  prepared  in  sections,  the  concrete  being  filled 
in  upon  the  rock  surface,  as  each  section  is  prepared  for  the 
same. 


SPECIFICATIONS  FOB  BAILBOAD  CONCBETE  WOBK.     331 

Care  shall  be  taken  that  no  clay,  mud  or  earthy  matter 
adheres  to  the  rock  or  to  the  vertical  joints  between  separate 
concrete  sections,  the  object  being  to  make  a  monolithic  mass 
of  the  whole  foundation,  and  to  have  the  same  cemented  firmly 
to  the  rock. 

c.  Rock  excavation,  which  shall  include  all  solid  rock, 
blasted  or  otherwise  removed  from  the  foundation,  or  all  bould- 
ers or  pieces  of  loose  rock,  weighing  over  fifty  (50)  pounds 
each. 

CONCRETE    MATERIALS. 

3.     Concrete  Materials  may  be  classified  as  follows: 
A — Crushed  Limestone,  which  shall  be  made  by  crushing 
tough,  hard,  clean  limestone  and  screening  same  through  two- 
inch  meshes  or  holes. 

The  Engineer  or  Inspector  in  charge  shall  reject  crushed 
limestone  which  may  have  any  of  the  following  defects: 

a.  Containing  more  than  one  (i)  per  cent,  of  earthy  or 
clayey  matter. 

b.  Containing  more  than  twenty   (20)  per  cent,  of  fine 
stone  or  stone  dust,  less  than  one-half  (1-2)  inch  in  size. 

c.  Containing  more  than  five   (5)   per  cent,  of  soft  or 
rotten  limestone  which  can  be  crushed  or  powdered  up  in  the 
fingers. 

d.  Containing  more  than  ten  (10)  per  cent,  of  flat  stone 
larger  than  two  (2)  inches  in  greatest  dimension. 

e.  Containing  more  than  fifteen  (15)  per  cent,  of  crushed 
stone  larger  than  specified   (passing  through  a  two  (2)   inch 
mesh),  unless  there  be  an  equal  amount  of  fine  material  less 
than  one-half  (1-2)  inch  size. 

f.  If  any  of  the  five  classes  of  defective  stone  above  named 
can  be  modified  by  mixture  with  additional  material  or  by 
breaking  large  stone  by  hand,  its  use  may  be  permitted  under 
the  direction  of  the  Engineer  or  Inspector  in  charge. 

£.  The  use  of  clean  gravel  in  place  of  not  more  than  one- 
half  (1-2)  of  the  specified  amount  of  crushed  limestone  may  be 
permitted  at  the  option  of  the  Chief  Engineer,  or  his  authorized 
representative;  but  the  work  shall  be  done  under  such  special 
instructions  as  shall  be  given  in  each  individual  case,  depending 
on  the  quality  of  the  gravel  used*  and  other  existing  conditions. 

B — Crushed  Granite.  This  shall  generally  be  used  of  two 
sizes :  a  fine  crushed  granite,  to  be  used  as  a  substitute  for  sand, 
and  a  coarser  size,  particles  of  which  are  not  larger  than  three- 
fourths  inches  in  greatest  dimensions,  and  to  be  used  as  a 
substitute  for  crushed  limestone  in  making  bridge  seats,  pedes- 
tal stones,  etc.  All  crushed  granite  shall  be  clean,  entirely  free 
from  dust  and  earthy  or  clayey  matter,  and  each  grade  shall 


332  COMPLETE    SPECIFICATIONS. 

oe  of  practically  uniform  size.  This  material  shall  always  be 
handled  on  platforms  or  plank,  or  in  some  way  kept  entirely 
free  from  admixture  of  earth,  sand,  etc. 

C — Sand  for  concrete  shall  consist  of  clean,  sharp  sand 
("pit"  or  "bank"  sand  being  preferred),  and  sand  shall  not  be 
rejected  if  containing  occasionally  pieces  of  small  gravel.  A 
sand  is  preferred  which  will  not  pass  through  a  sieve  having 
thirty  meshes  to  the  inch.  Sand  shall  be  free  from  earth  or 
alluvial  matter;  and,  when  tested  by  stirring  with  water  or  by 
rubbing  in  the  hands,  shall  not  show  the  existence  of  more  than 
one-half  of  one  per  cent,  of  loam,  clay  or  earth.  No  sand  shall 
be  used  for  the  outside  finish  of  any  concrete  which  contains 
small  particles  of  coal  or  of  lignite,  although  sand  of  this  char- 
acter may  be  accepted  for  foundation  concrete,  or  for  the  in- 
terior portion  of  any  heavy  piece  of  concrete  work. 

D — Cement  shall  in  all  cases  be  approved  by  the  Engineer 
of  Bridges,  and  the  Inspector  in  charge  of  the  work  shall  re- 
ceive a  written  approval  before  permitting  concrete  to  be  made 
from  any  cement  delivered.  Where  possible,  cement  shall  be 
delivered  in  time  to  have  samples  properly  taken  and  sent  to 
the  office  of  the  Engineer  of  Bridges,  for  making  the  usual 
one-day  and  seven-day  tests  of  neat  cement.  Contractors  shall 
provide  storehouses  at  the  site  of  the  several  pieces  of  work  in 
which  to  unload  and  store  cement.  Cement  which  is  delivered 
on  board  cars  must  be  unloaded  promptly  and  stored  in  such 
warehouses,  and  the  cars  returned  to  the  company's  service. 
In  no  case  will  it  be  permitted  to  retain  box  cars  on  the  work 
for  the  storage  of  cement.  Cars  which  may  be  so  held  shall 
be  charged  to  the  contractors  at  the  rate  of  one  dollar  ($1.00) 
per  day  for  each  day  after  the  second  day  so  held  unloaded. 
Contractors  shall  be  responsible  for  the  proper  care  of  this 
cement  after  it  has  been  received  and  stored,  and  any  cement 
injured  through  carelessness  or  neglect  shall  be  rejected 
promptly  by  the  Inspector  in  charge.  No  brand  of  cement 
shall  be  used  in  any  concrete  work  which  has  not  been  ac- 
cepted in  writing  by  the  Engineer  of  Bridges,  such  acceptance 
to  be  based  upon  regular  tests,  where  possible.  The  Inspector 
shall,  from  time  to  time,  make  small  pats  of  pure  cement,  and 
of  cement  mixed  with  sand,  to  satisfy  himself  that  the  cement 
actually  used  is  of  uniform  character,  and  has  not  been  in- 
jured by  exposure  to  weather  or  in  any  other  way,  and  may 
reject  any  cement  which  is  wet  or  lumpy,  or  which  fails  to  set 
properly  in  sample  pats,  and  the  contractor  shall  remove  the 
same  promptly  from  the  work. 

4.  Natural  Cement  Concrete  may  be  used  where  founda- 
tions are  entirely  submerged  below  low  water  mark  or  where 


SPECIFICATIONS  FOB  RAILROAD  CONCRETE  WORK.     333 

there  is  no  risk  of  the  same  being  exposed  to  the  action  of  the 
weather  by  cutting  away  the  surrounding  earth.  Natural 
cement  concrete,  however,  shall  be  used  only  where  a  firm  and 
uniform  foundation  is  found  to  exist  after  excavations  are  com- 
pleted. In  all  cases  where  foundations  are  liable  to  be  exposed 
to  the  action  of  the  water,  or  where  the  material  in  the  bottom 
of  excavations  is  soft  or  of  unequal  firmness,  Portland  cement 
concrete  must  be  employed  for  foundation  work. 

(See  specification  for  using  railroad  iron  in  foundation.) 
(Par.  No.  16.) 

5.  Natural  Cement  Concrete  shall  usually  be  made  in  the 
proportions  (by  measure)  of  one  part  of  approved  cement  to 
two  parts  of  sand  and  five  parts  of  crushed  stone,  all  of  char- 
acter as  above  specified.     For  Portland  cement  concrete  foun- 
dations one  part  of  approved  cement,  three  parts  of  sand  and 
six  parts  of  crushed  stone  may  be  used.     Wherever  in  the  judg- 
ment of  the  Engineer  or  Inspector  in  charge  of  the  work,  a 
stronger  concrete  is  required  than  is  above  specified,  the  pro- 
portions of  sand  and  crushed  stone  employed  may  be  reduced, 
a  natural  cement  concrete  of  one,  two  and  four,  and  a  Portland 
cement  concrete  of  one,  two  and  five  being  substituted  for  those 
above  specified. 

6.  Portland  Cement  Concrete  for  the  bodies  of  piers  and 
abutments,  for  all  wing-walls  for  same,  and  for  the  bench  walls 
of  arch  culverts  shall  generally  be  made  in  the  proportions  (by 
measure)  of  one  part  of  cement,  two  and  one-half  parts  of  sand 
and  six  parts  of  crushed  stone.     Where  special  strength  may 
be  required  for  any  of  this  work,  concrete  in  the  proportions 
of  one,  two  and  five  may  be  used;  but  all  such  cases  shall  be 
submitted  to  the  judgment  of  the  Engineer  of  Bridges,  before 
any  change  from  the  usual  specification  is  to  be  allowed. 

7.  For  Arch  Rings  of  arch  culverts  and  for  parapet  head 
walls  and  copings  to  same,  Portland  cement  concrete^  in  pro- 
portions of  one,  two  and  five,  shall  generally  be  used.    Con- 
crete of  these  proportions  shall  also  generally  be  used  for  para- 
pet walls  behind  bridge  seats  of  piers  or  abutments,  and  for  the 
finished  copings  (if  used)  on  wing  walls  of  concrete  abutments, 
also  for  arch  work  in  combination  with  I-beams  or  in  combi- 
nation with  iron  work  for  transverse  loading. 

8.  Bridge  Seats  of  piers  and  abutments  and  copings  of 
concrete  masonry  which  are  to  carry  pedestals  for  girders  or 
longer  spans  of  iron  work,  shall  generally  be  made  of  crushed 
granite  and  Portland  cement,  in  the  proportion  (by  measure) 
of  one  part  of  approved  cement,  two  parts  of  fine  granite  screen- 
ings, and  three  parts  of  coarser  granite  screenings,  the  larger 


334  -COMPLETE    SPECIFICATIONS. 

of  which  shall  not  exceed  three-fourths  inch  in  greatest  di- 
mension. 

8a.  Jacketing  Work  shall  consist  of  concrete  in  propor- 
tions of  one  (i)  part  of  cement,  two  (2)  parts  of  sand  and 
either  four  (4)  or  five  (5)  parts  of  fine  crushed  stone  (selected, 
if  necessary,  so  that  the  largest  pieces  shall  not  be  over  one  and 
one-half  (i£)  inches  in  greatest  dimension).  This  material 
shall  be  used  as  a  coating  over  masonry  which  is  in  bad  con- 
dition, the  thickness  to  be  used  varying  from  a  minimum  of 
four  (4)  inches  to  a  maximum  of,  say,  ten  (10)  inches,  and 
generally  averaging  at  least  six  (6)  inches  in  thickness.  It 
shall  also  be  used  for  linings  of  tunnels  or  culverts  in  which 
the  masonry  is  defective,  or  where  added  strength  is  required. 
This  material  shall  be  placed  in  molds  which  shall  generally 
be  built  slightly  in  advance  of  the  work.  Special  pains  shall 
be  taken  in  placing  and  ramming  this  material,  so  as  to  produce 
a  smooth  exterior  finish,  and  to  fill  completely  all  crevices 
either  small  or  large  in  the  old  masonry.  No  facing  mortar 
will  be  required  in  this  work,  but  a  finished  face  shall  be  pro- 
duced by  spading  and  working  the  fine  material  of  the  concrete 
next  to  the  mold.  Material  of  this  character  shall  be  paid  for 
by  the  cubic  yard  at  a  special  price  to  be  named  in  the  proposal. 

MIXING   CONCRETE. 

9.  All  concrete  must  be  mixed  on  substantial  platforms 
of  plank  or  boards  securely  fastened  together,  so  that  the  var- 
ious materials  of  the  concrete  can  be  kept  entirely  free  from 
admixture  of  foreign  matter.  Hand-mixed  concrete  shall  not 
be  made  in  batches  of  more  than  one  yard  in  each  batch.  The 
proper  amount  of  the  several  kinds  of  material  shall  be  meas- 
ured in  some  way  which  is  entirely  satisfactory  to  the  Engineer 
or  inspector  in  charge  of  the  work,  so  that  they  may  be  satisfied 
that  the  requisite  proportions  of  each  kind  of  material  are  de- 
livered for  each  batch  of  concrete.  Satisfactory  methods  of 
measurement  will  be  the  use  of  headless  and  bottomless  barrels 
for  measuring  sand  and  broken  stone;  the  use  of  boxes  into 
which  the  sand  and  stone  may  be  cast  and  leveled  off  (the 
boxes  then  being  removed),  or  the  use  of  square  and  uniform 
sized  wheelbarrows,  expressly  designed  for  this  purpose.  The 
measurement  of  sand  and  broken  stone  in  the  ordinary  shallow, 
round  bottom  wheelbarrow  will  not  be  considered  satisfactory, 
and  shall  not  be  permitted. 

TO.  The  detail  of  mixing  concrete  by  hand  shall  be  gener- 
ally as  follows:  the  proper  amount  of  sand  shall  be  measured 
out  and  spread  upon  the  concrete  platform,  and  the  proper 
amount  of  cement  shall  be  delivered  and  spread  upon  the  same ; 


SPECIFICATIONS  FOE  EAILEOAD  CONCEETE  WOEK.     335 

the  sand  and  cement  shall  be  turned  over  dry,  either  by  means 
of  shovels  or  hoes,  until  they  are  evenly  mixed.  They  shall 
then  be  wet  and  made  into  a  rather  thin  mortar,  and  shall  then 
again  be  spread  into  a  uniform  and  thin  layer  upon  the  con- 
crete platform.  The  proper  amount  of  concrete  stone  (the 
same  having  been  previously  drenched  with  water)  shall  be 
spread  upon  the  mortar,  and  the  whole  shall  be  turned  over  at 
least  twice,  either  by  shovels  or  hoes,  before  it  is  loaded  into 
wheel -bar  rows,  or  in  any  other  way  taken  to  be  placed  in  the 
work.  In  wetting  the  mixture  of  sand  and  cement  to  make  the 
mortar,  and  in  wetting  the  subsequent  mixture  of  stone,  sand 
and  cement  (if  necessary),  a  spray  or  sprinkler  shall  be  used. 
The  water  must  not  be  dashed  upon  the  mass  in  buckets  or  large 
quantities,  or  by  means  of  a  jet.  The  inspector  shall  insist  that 
the  resultant  mixture  of  sand,  cement  and  stone  is  as  nearly  as 
possible  uniform  in  character,  the  mortar  being  equally  distri- 
buted throughout  the  mass  of  the  stone.  The  inspector  shall 
also  see  that  the  mixture  is  neither  too  wet  nor  too  dry.  It 
should  be  of  such  a  consistency  that,  when  thoroughly  rammed,' 
it  will  quake  slightly,  but  it  should  not  be  thin  enough  to  quake 
in  the  barrow,  or  before  ramming.  The  inspector  shall  satisfy 
himself  that  the  proper  proportions  of  cement,  sand  and  stone 
are  used,  checking  from  day  to  day  or  from  time  to  time  with 
the  total  amount  of  each  which  is  received  and  used. 

11.  Machine-mixed  concrete  shall  be  made  of  the  same 
general  consistency  as  the  hand-mixed  concrete  above  specified. 
Proper  precautions  shall  be  taken  to  see  that  the  requisite  pro- 
portions of  the  different  ingredients  are  used.     If -machines  are 
used  which  are  not  provided  with  devices  to  deliver  each  of 
them,  the  process  of  making  the  concrete  shall  generally  be  as 
follows:     The  proper  amount  of  sand,  cement  and  stone  for  a 
batch  not  to  exceed  one  yard  of  concrete  shall  be  delivered  on  the 
platform,  and  roughly  mixed  together  so  that  when  the  dry  mass 
is  cut  down  and  delivered  to  the  mixer  by  means  of  shovels, 
proper  amounts  of  each  of  the  ingredients  are  handled  in  each 
shovelful. 

It  will  not  be  regarded  as  a  satisfactory  process  to  deliver 
crushed  stone,  sand  and  cement  at  random  to  the  mixer,  with- 
out taking  some  special  means,  as  above  described,  to  insure 
the  delivery  of  the  proper  quantities  of  each  ingredient  as  nearly 
as  may  be  simultaneously. 

MOLDS. 

12.  MOLDS  of  substantial  character  shall  be  made  in  which 
to  construct  all  concrete  work.     The  material  for  these  molds 
shall  be  furnished  by  the  contractor,  and  the  expense  of  furnish- 


336  COMPLETE    SPECIFICATIONS. 

ing  this  material  and  of  constructing  and  removing  all  molds 
shall  be  covered  in  the  price  per  yard  paid  to  the  contractor  for 
the  several  classes  of  concrete  work  called  for.  The  face  of  the 
mold  next  to  the  concrete  shall  be  finished  smooth,  planks  which 
are  dressed  at  least  on  one  side  being  employed  for  this  purpose. 
Material  for  the  molds  shall  be  of  sufficient  thickness,  and  the 
frame  holding  them  shall  be  of  sufficient  strength,  so  that  they 
shall  be  practically  unyielding  during  the  process  of  filling, 
tamping,  etc.  The  different  parts  of  the  frame  work  for  the 
mold  may  be  fastened  together,  if  desired,  by  tie  rods  or  wires 
extending  through  the  concrete.  If  tie  rods  are  used  they  shall 
be  so  designed  that  no  iron  work  will  be  left  outside  of  the  con- 
crete or  within  less  than  two  inches  from  the  face  of  the  same 
when  the  molds  are  removed.  This  may  be  accomplished  by 
sleeve  nut  connections  which  will  permit  the  removal  of  the 
projecting  ends  of  bolts  or  rods,  etc.,  leaving  only  small  holes  in 
the  concrete  which  can  be  stopped  with  pointing  mortar  after 
removing  the  molds.  Another  satisfactory  method  of  brac- 
ing molds  is  to  construct  them  with  cross  ties  between  the  front 
and  back,  these  ties  to  be  placed  at  frequent  intervals  above  the 
lower  portion  of  the  mold  and  to  be  removed  as  the  concrete 
is  built  up,  the  studding  out  of  which  the  molds  are  constructed 
being  sufficiently  long  to  extend  above  the  top  of  the  finished 
masonry,  and  at  least  one  set  of  ties  being  used  above  this  level. 
In  general  2-inch  plank,  sized  to  approximately  if  inch  thick- 
ness, shall  be  used  for  the  facing  of  all  molds,  and  studding  for 
frames  shall  be  placed  at  intervals  not  more  than  4  ft.  apart. 
The  planking  forming  the  lining  of  the  molds  shall  invariably 
be  fastened  to  the  studding  in  perfectly  horizontal  lines,  the 
ends  of  these  planks  shall  be  neatly  butted  against  each  other, 
and  the  inner  surface  of  the  mold  shall  be  as  nearly  as  possible 
perfectly  smooth,  without  crevices  or  offsets  between  the  sides 
or  ends  of  adjacent  planks.  Where  planks  are  used  a  second 
time,  they  shall  be  thoroughly  cleaned,  and,  if  necessary,  the 
sides  and  ends  shall  be  freshly  jointed  so  as  to  make  a  perfectly 
smooth  finish  to  the  concrete. 

13.  The  molds  for  projecting  copings,  bridge  seats,  para- 
pet walls,  and  all  finished  work  shall  be  constructed  in  a  first- 
class,  workmanlike  manner,  and  shall  be  thoroughly  braced  and 
tied  together,  dressed  surfaces  only  being  exposed  to  the  con- 
tact of  concrete,  and  these  surfaces  shall  be  soaped  or  oiled  if 
necessary,  so  as  to  make  a  smoothly  finished  piece  of  work. 
The  top  surfaces  of  all  bridge  seats,  parapets,  etc.,  shall  be  made 
perfectly  level,  unless  otherwise  provided  in  the  plans,  and  shall 
be  finished  with  long,  straight  edges,  and  all  beveled  surfaces 
or  washes  shall  be  constructed  in  a  true  and  uniform  manner. 


SPECIFICATIONS  FOE  EAILEOAD  CONCEETE  WOEK.    337 

Special  care  shall  be  taken  in  the  construction  of  the  vertical 
angles  of  the  masonry,  and  where  I-beams  or  other  iron  work 
are  not  used  in  the  same,  small  wooden  strips  shall  be  set  in  the 
corners  of  the  mold,  so  'as  to  cut  off  the  corners  at  an  angle  of 
forty-five  (45)  degrees,  leaving  a  beveled  face  about  one  and 
one-half  (i^)  to  two  (2)  inches  wide,  instead  of  a  right 
angled  corner. 

14.  Where  wing  walls  are  called  for  which  have  slopes 
corresponding  to  the  angle  of  repose  of  earth  embankments, 
these  slopes  shall  be  finished  in  straight  lines  and  surfaces,  the 
mold  for  such  wing  walls  and  slopes  being  constructed  with 
its  top  at  the  proper  slope,  so  that  the  concrete  work  on  the  slope 
may  be  finished  in  short  sections,  say  from  three  to  four  feet 
in  length,  and  bonded  into  the  concrete  of  the  horizontal  sec- 
tions before  the  same  shall  be  set,  each  short  section  of  sloped 
surface  being  grooved  with  a  cross  line  separating  it  from  adja- 
cent sections.     It  will  not  be  permitted  to  finish  the  top  surface 
of  such  sloped  wing  walls  by  plastering  fresh  concrete  upon 
the  top  of  concrete  which  has  already  set,  but  the  finished  work 
must  be  made  each  day  as  the  horizontal  layers  are  carried  up, 
to  accomplish  which  the  mold  must  be  constructed  complete 
at  the  outset ;  or,  if  the  wing  wall  is  very  high,  short  sections  of 
the  mold,  including  the  form  for  the  slopes,  must  be  completed 
as  the  horizontal  planking  is  put  in  place. 

15.  Foundation   concrete   may   be   put   into   excavations 
without  the  use  of  molds,  provided  the  sides  of  the  excavation 
are  reasonably  true  and  the  material  is  sufficiently  firm,  so  that 
the  concrete  may  be  rammed  thoroughly  without  yielding  of 
the  adjacent  earth.     Where  a  cheaper  kind  of  concrete  is  used 
for  foundation  work,  the  top  of  the  same  shall  be  finished 
smooth  and  level,  the  corners  and  edges  being  thoroughly  ram- 
med and  compacted,  and  the  whole  surface  filled  full  of  mortar. 
It  will  not  be  satisfactory  to  leave  a  honey-combed  surface  or 
one  on  which  a  lot  of  loose  concrete  stone  is  left  scattered  about. 

It  is  not  expected  that  the  surface  of  such  foundation  work 
shall  be  accurately  leveled  unless  cut  stone  masonry  is  to  be 
built  upon  it,  but  the  Inspector  must  insist  that  that  portion  of 
such  foundation  concrete  which  projects  outside  of  the  masonry 
which  is  to  be  built  upon  the  foundation  must  be  thoroughly 
rammed  and  compacted,  and  must  have  a  finished  surface.  If 
this  cannot  be  accomplished  without  constructing  a  mold  for 
the  upper  portion  of  such  foundation,  the  contractor  shall  fur- 
nish material  and  construct  such  mold,  and  the  cost  of  the  same 
shall  be  included  in  the  price  of  the  foundation  concrete. 

16.  Iron  Rails  to  be  furnished  by  the  Railroad  Company 
shall  be  laid  and  imbedded  in  such  manner  as  may  be  specified 

22 


338  COMPLETE    SPECIFICATIONS. 

in  such  foundation  concrete  as  in  the  opinion  of  the  engineer 
of  bridges  needs  such  strengthening,  and  no  extra  charge,  ex- 
cept the  actual  cost  of  handling  the  same,  shall  be  made  by  the 
contractor  for  such  work,  but  the  volume  of  such  iron  shall  be 
estimated  as  concrete. 

1 7.  Where  I-beams  are  to  be  placed  in  the  angles  of  con- 
crete piers  as  a  protection  against  ice,  drift,  etc.,  these  shall  be 
set  up  and  securely  held  in  position  so  that  they  will  extend  one 
foot  or  more  into  the  foundation  concrete.     The  planking  of 
molds  shall  be  fitted  carefully  to  the  projecting  angles  of  these 
I-beams  and  small  fillets  of  wood  shall  be  fitted  in  between  the 
inner  faces  of  the  mold  and  the  rounded  edges  of  the  I-beam 
flanges  so  that  no  sharp  projecting  angle  of  concrete  will  be 
formed  as  the  work  is  constructed. 

These  fillets  may  be  made  in  short  pieces  and  fastened 
neatly  into  the  mold  as  the  layers  of  concrete  are  carried  up. 
Such  I-beams  will  generally  be  furnished  of  sufficient  length 
to  extend  at  least  six  inches  above  the  top  of  the  battered  ma- 
sonry into  the  concrete  copings,  and  special  pains  shall  be  taken 
to  tamp  the  concrete  thoroughly  around  the  I-beams,  and  to 
finish  the  coping  above  and  around  the  ends  of  the  same,  so  as 
to  make  a  compact  and  solid  bearing  against  the  iron  work. 

1 8.  Where  anchor  bolts  for  bridge  seat  castings  are  re- 
quired, they  shall  be  set  in  place  and  held  firmly  as  to  position 
and  elevation,  by  templets,  securely  fastened  to  the  mold  and 
framing.     Such  I-beams  and  anchor  bolts  shall  be  embedded  in 
the  concrete  work  without  additional  expense  beyond  the  price 
to  be  paid  per  yard  for  the  several  classes  of  concrete  in  which 
such  iron   is  placed,  the  volume  of  iron  being  estimated  as 
concrete. 

19.  After  the  work  is  finished  and  thoroughly  set,  all 
molds  shall  be  removed  by  the  contractor.     They  shall  gener- 
ally be  allowed  to  stand  not  less  than  forty-eight  hours  after 
the  last  concrete  work  shall  have  been  done.     In  cold  weather, 
molds  shall  be  allowed  to  stand  a  longer  period  before  being 
removed,  depending  upon  the  degree  of  cold.     No  molds  shall 
be  removed  in  freezing  weather,  nor  until  after  the  concrete 
shall  have  had  at  least  forty-eight  hours,  with  the  thermometer 
at  or  above  40  degrees  F.,  in  which  to  set. 

PLACING  CONCRETE. 

20.  Concrete  shall  generally  be  placed   in  the  work  in 
layers  not  exceeding  six  inches  in  thickness,  and,  in  general, 
one  layer  shall  be  entirely  completed  before  another  one  is  com- 
menced.    If  delivered  by  wheel-barrows  it  shall  be  dumped  as 
closely  as  possible  where  required,  so  as  to  avoid  as  much  as 


SPECIFICATIONS  FOB  BAILBOAD  CONCBETE  WOBK.     339 

possible  the  handling  or  turning  over  the  same  by  means  of 
shovels  within  the  excavation  or  mold.  Where  it  is  not  practi- 
cable entirely  to  complete  one  layer  before  commencing  a  second 
one,  a  plank,  six  inches  wide  or  more,  shall  be  securely  fastened 
into  the  excavation  or  mold,  against  which  the  end  of  the  layer 
of  concrete  shall  be  rammed,  thus  providing  for  a  vertical  joint 
in  this  layer  of  concrete,  and  if  a  second  layer  has  to  be  stopped 
short  of  the  full  length  of  the  work,  a  second  cross  plank,  placed 
at  least  one  foot  back  from  the  end  of  the  first  layer,  shall  be 
secured  to  the  excavation  or  to  the  mold,  against  which  to  ram 
the  second  layer  of  concrete.  Layers  of  concrete  masonry  must 
not  be  tapered  off  in  wedge-shaped  slopes,  but  must  be  built 
with  square  ends  in  the  method  above  described,  and  the  sur- 
face of  each  projection  shall  be  finished  hard  and  smooth,  and 
flushed  full  of  mortar,  no  porosities  or  loose  stone  being  left 
thereon.  Layers  must  not  be  made  of  greater  thickness  than 
six  inches,  unless  specially  permitted,  and  each  layer  must  be 
thoroughly  rammed,  and  the  concrete  must  be  of  such  consist- 
ency that  heavy  ramming  will  produce  a  slight  quaking  action. 
In  other  words,  the  concrete  must  be  so  thoroughly  compacted 
that  there  will  be  no  pores  or  open  spaces  between  the  stone 
of  which  it  consists,  which  are  not  thoroughly  filled  with  mortar. 

The  inspector  shall  insist  upon  the  thorough  compacting 
and  ramming  of  all  concrete,  and  shall  see  that  a  sufficient 
number  of  men,  furnished  with  suitable  rammers,  are  assigned 
to  this  work.  Enough  men  shall  be  employed  ramming,  so 
that  each  batch  may  be  spread  and  rammed  before  another  batch 
is  dumped  within  the  mold.  The  ramming  must  be  completed 
as  the  work  progresses. 

21.  Foundation  concrete,  if  put  into  excavations  which 
are  not  protected  by  molds,  need  not  have  any  special  atten- 
tion given  to  the  finish  of  the  concrete  against  the  earth  around 
it.  Where  it  is  necessary  to  use  molds  in  the  construction  of 
foundation  work,  the  finer  material  of  the  concrete  shall  be 
worked  to  the  outer  portion  of  the  mass  against  the  molds,  so 
as  to  insure  the  filling  with  mortar  of  all  pores  or  open  spaces 
between  the  concrete  stone.  As  before  described,  the  top  sur- 
face of  all  foundation  concrete  shall  be  finished,  so  that  no 
loose  stone  or  open  and  porous  places  are  left  upon  the  same, 
especially  in  the  portions  of  the  foundation  which  project  out- 
side the  upper  portion  of  the  work.  If  necessary,  the  Inspector 
shall  have  the  contractor  make  batches  of  mortar,  consisting  of 
one  part  of  cement  to  three  parts  of  sand,  the  same  being 
thoroughly  mixed,  and  shall  cover  the  whole  surface  of  the 
foundation  concrete  with  enough  of  this  mortar  to  flush  full 
all  such  open,  porous  places. 


34:0  COMPLETE   SPECIFICATIONS. 

22.  A  Facing  of  Mortar,  consisting  of  one  part  of  cement 
(by  measure)  to  two  parts  of  sand,  shall  be  put  in  next  to  the 
molds,  for  all  Portland  cement  concrete  work  for  piers,  abut- 
ments, arches,  wing  walls,  parapet  walls,  and  any  other  places 
where  directed  by  the  engineer  in  charge,  to  form  a  finish  for 
all  such  parts  of  the  above  classes  of  work  as  are  to  be  exposed 
to  the  weather,  or  which  are  liable  to  become  so  exposed.  A 
similar  facing  shall  be  used  for  the  top  surface  of  all  concrete 
masonry  not  finished  with  granitoid  work,  and  such  surfaces 
shall  be  finished  in  the  style  of  sidewalk  work. 

It  is  not  intended  to  use  such  a  facing  on  the  backs  of  abut- 
ments or  wing  walls,  against  which  earth  filling  is  to  be  placed, 
and  where  the  same  must  necessarily  be  maintained,  but  the 
same  shall  be  used  for  the  faces  and  for  the  upper  twelve  inches 
on  the  backs  of  all  wing  walls,  for  the  backs  of  parapet  walls, 
for  the  intrados  of  all  arch  work,  and  as  a  plastering  on  the  out- 
side of  the  same,  and  in  all  such  places  where  the  washing  away 
of  earth  may  expose  concrete  work  to  the  action  of  the  weather. 
It  is  not  intended  to  use  such  facing  for  any  copings,  bridge- 
seats,  parapets,  etc.,  which  are  to  be  of  granitoid  construction. 
The  exact  thickness  of  one  and  one-half  inch  for  this  facing 
shall  be  secured  in  the  following  manner:  A  piece  of  sheet 
iron  six  inches  in  width  (the  height  of  one  course  of  concrete), 
and  of  any  convenient  length,  say  from  six  .feet  upwards,  hav- 
ing small  angle  irons,  the  projecting  leg  of  which  shall  be  one 
and  one-half  inches  in  width  riveted  to  its  face,  at  intervals  of 
about  two  feet,  and  provided  with  handles  standing  above  the 
upper  edge  at  or  near  each  end,  shall  be  furnished  by  the  con- 
tractor for  use  at  each  piece  of  work  where  necessary.  This 
piece  of  iron  plate,  if  placed  with  the  projecting  angles  against 
the  face  of  the  mold,  will  leave  a  space  of  one  and  one-half 
inches  between  it  and  the  mold.  This  space  shall  be  filled  with 
the  mortar  required  for  the  facing,  which  mortar  shall  be  mixed 
in  small  batches  from  time  to  time  as  needed  for  the  work. 
When  the  space  between  the  iron  plate  and  the  mold  is  filled 
and  tamped  with  a  shovel  or  other  tool  to  insure  complete  filling 
of  the  whole  space  between  the  iron  plate  and  the  face  of  the 
mold,  and  when  the  layer  of  ordinary  concrete  is  backed  up 
against  this  iron  plate,  it  is  to  be  withdrawn  by  means  of  the 
handles  and  the  whole  mass  of  concrete  rammed  in  one  uniform 
layer.  The  Inspector  shall  see  that  the  space  of  one  and  one 
half  inches  is  entirely  filled  with  the  mortar,  which  should  be 
of  a  consistency  so  that  it  will  flow  somewhat  freely.  At  the 
same  time  this  mortar  must  not  be  made  so  thin  that  the  crushed 
stone  may  be  forced  through  it  in  the  process  of  ramming.  By 
using  the  mold  in  the  manner  above  described,  the  face  of  each 


SPECIFICATIONS  FOR  RAILROAD  CONCRETE  WORK.     341 

layer  may  be  made  of  exactly  the  right  amount  of  mortar,  and 
the  proper  thickness  of  the  layer  may  be  accurately  determined. 
The  intention  is  that  the  facing  and  the  backing  shall  be  ram- 
med and  set  together.  In  no  case  is  one  to  be  put  in  advance 
of  the  other,  or  so  that  either  may  set  before  the  other.  In  no 
case  shall  the  Inspector  or  Engineer  in  charge  permit  any  work 
to  be  finished  by  plastering  mortar  on  concrete  which  has  set, 
but  should  it  become  necessary  at  any  time  to  refinish  a  sur- 
face which  has  set,  it  shall  be  picked  off  so  that  at  least  three 
(3)  inches  of  mortar  can  be  added,  and  the  surface  of  the  old 
concrete  shall  be  roughened  and  thoroughly  wet  before  new 
material  is  added,  such  new  material  being  mortar  as  specified 
for  facing. 

23.  Layers  of  concrete  shall  be  kept  truly  horizontal,  and 
if,  for  any  reason,  it  is  necessary  to  stop  work  for  an  indefinite 
period,  it  shall  be  the  duty  of  the  Inspector  and  of  the  con- 
tractor to  see  that  the  top  surface  of  the  concrete,  is  properly 
finished,  so  that  nothing  but  a  horizontal  line  shall  show  on  the 
face  of  the  concrete,  as  the  joint  between  portions  of  the  work 
constructed  before  and  after  such  period  of  delay.     If,  for  any 
reason,  it  is  impossible  to  complete  an  entire  layer,  the  end  of 
the  layer  shall  be  made  square  and  true  by  the  use  of  a  tem- 
porary plank  partition,  as  specified  in  paragraph  twenty  (20). 
No  irregular,  wavy  or  sloping  lines  shall  be  permitted  to  show 
on  the  face  of  the  concrete  work  as  the  result  of  constructing 
different  portions  of  the  work  at  different  periods,  and  none  but 
horizontal  or  vertical  lines  shall  be  permitted  in  such  cases. 

24.  Where  concrete  is  to  be  put  into  a  foundation  below 
water  level,  all  water  shall  as  far  as  possible  be  removed  from 
the  excavation.     If  it  is  impossible  by  means  of  the  ordinary 
pumping  facilities  to  control  the  flow  of  water,  the  excavation 
may  be  taken  out  in  sections,  and  the  concrete  may  be  placed 
in  the  foundation,  section  by  section.     Special  care  should  be 
taken  to  ram  thoroughly  the  bottom  layer  of  concrete,  and  to 
remove  all  mud  and  clay  from  the  vertical  face  of  each  section 
of  concrete,  as  additional  sections  are  excavated  and  prepared 
for  addition  of  concrete  work.     Where  the  foundation  is  soft, 
as,  for  example,  where  piles  are  used,  either  fine  or  coarse 
broken  stone  may  be  spread  over  the  bottom  of  the  excavation 
and  thoroughly  rammed  into  the  earth  before  putting  in  any 
concrete.     In  no  case  shall  a  dry  mixture  of  sand,  cement  and 
crushed  stone  be  put  into  a  foundation.     The  concrete  may  be 
mixed  with  a  less  proportion  of  water,  but  should  not  be  placed 
in  the  foundation  without  thorough  mixing.     Where  strata  of 
gravel  and  sand  permit  the  entrance  of  water  into  the  founda- 
tion with  such  freedom  that  small  sections  of  the  same  cannot  be 


342  COMPLETE    SPECIFICATIONS. 

excavated  and  pumped  out  for  concreting,  a  grout  of  pure 
cement  or  of  a  mixture  of  cement  and  one  or  two  parts  of  sand 
may  be  injected  through  a  pipe  into  the  loose  gravel  and  sand 
in  the  bottom  of  the  foundation ;  this  work  being  done  while  the 
excavation  is  rilled  with  water.  The  pipe  through  which  this 
grout  is  passed  should  be  pushed  a  few  inches  below  the  sur- 
face of  the  gravel,  and  a  bucketful  or  more  of  grout  should  be 
poured  down  through  the  pipe,  the  pipe  being  then  moved  one 
or  two  feet,  and  the  operation  repeated,  distributing  the  grout 
over  the  whole  area  of  the  bottom  to  be  thus  cemented,  and  the 
work  then  should  be  allowed  to  stand  for  twenty-four  to  thirty 
six  hours.  It  will  generally  be  found  that  the  sand  and  gravel 
will  be  converted  into  a  water-tight  concrete,  permitting  the 
pumping  out  of  the  excavation. 

25.  Where  it  is  impossible  to  complete  parapet  walls,  cop- 
ings, etc.,  on  account  of  stringers  or  other  wood  or  iron  work 
necessary  to  maintain  structures  over  which  tracks  are  in  use, 
all  work  shall  be  finished  to  horizontal  and  vertical  lines,  and 
with  surfaces  filled  with  mortar,  so  that  when  possible  to  com- 
plete the  concrete  work,  the  joint  between  the  new  and  the  old 
work  shall  show  nothing  but  straight,  level  and  vertical  lines. 

26.  Expansion    Joints. — Where    masonry    structures    are 
more  than  one  hundred  feet  in  length,  such  provision  for  expan- 
sion joints  shall  be  .made  as  may  be  specified  by  the  Engineer  of 
Bridges    or    his    assistants.       Generally  in  the  construction  of 
large  arches,  or  of  smaller,  long  concrete  arches,  the  work  shall 
be  subdivided  into  sections  of  approximately  twenty-five  feet 
in  length,  each  section  being  separated  from  the  adjacent  one 
by  a  vertical  joint  extending  entirely  through  the  bench  walls, 
arch  rings,  etc. ;  but  the  foundation  work  shall  be  stepped  as 
previously  explained,  and  made  in  one  continuous  monolithic 
mass.       Temporary   vertical   partitions   shall   be   put   into   the 
molds,  against  which  the  concrete  shall  be  thoroughly  rammed, 
where  arch  culverts  are  subdivided  into  short  lengths,  as  above 
specified,  these  partitions  being  removed  as  each  section  is  com- 
pleted, and  the  next  adjacent  section  being  rammed  against  the 
concrete  already  constructed   and  set.     The  joints  thus  made 
shall  not  be  flushed  with  mortar,  nor  shall  any  attempt  be  made 
to  make  the  fresh  concrete  adhere  to  the  older  work,  but  a  small 
beveled  strip  of  wood   shall  be  set  in   the  angle  next  to  the 
temporary  partition  so  as  to  make  a  "V"  groove,  defining  the 
joint   and   leaving  a   depth   of,   say,   three-fourths    (f)    of  an 
inch  on  the  finished  face  of  the  work,  it  being  the  intention  that 
any  contraction  shall  open  or  that  settlement  shall  effect  a  slid- 
ing action  at  such  vertical  joints,  rather  than  to  break  up  the 
concrete  in  the  separate  sections. 


SPECIFICATIONS  FOB  BAILBOAD  CONCBETE  WOEK.     343 
POINTING. 

27.  After  the  molds  are  removed,  if  there  should  be  found 
any  small  pits  or  openings  on  the  exposed  faces  of  the  concrete 
(or  if  bolts  are  used  for  securing  the  molds  the  ends'of  which 
are  removed,  leaving  small  holes),  all  such  holes,  pits  or  porous 
places  shall  be  neatly  stopped  with  pointing  mortar,  made  of 
equal  parts  of  cement  and  sand  and  mixed  in  small  quantities 
to  be  used  before  the  same  shall  set.     Although  it  has  not  been 
specified  to  use  a  facing  of  mortar  for  such  masonry  as  is  to  be 
permanently  buried  or  covered  by  earthwork,  such  masonry 
shall  not  be  constructed  and  left  with  pores  and  honey-combed 
surfaces.     All  such  pores  and  openings  shall  be  stopped  with  a 
pointing  mortar,  composed  of  one  part  of  cement  and  two  parts 
of  sand,  the  same  to  be  neatly  filled  into  all  openings  and 
smoothly  finished,  in  advance  of  any  filling  against  such  work. 

NAME  PLATE   AND  DATE. 

28.  A  name  plate  and  date  shall  be  furnished  by  the  con- 
tractor and  put  upon  one  piece  of  masonry  at  each  bridge  or 
job  constructed  by  him,  such  plate  to  be  of  brass  or  copper  or 
other  durable  metal,  furnished  with  bolts  or  projections  on  the 
back  to  be  buried  in  the  concrete  and  to  secure  it  firmly  to  the 
same,  and  having  on  it  the  contractor's  name  and  the  date  of 
the  year  in  which  the  concrete  work  is  constructed.    These 
plates  should  be  placed  upon  the  parapet  walls  of  abutments, 
concrete  arches  and  pipe  culverts,  and  upon  the  ends  of  the 
bridge  seats  of  piers,  where  they  can  be  plainly  seen  and  easily 
read.     These  should  be  set  as  the  concrete  work  is  finished  and 
should  be  level  with  the  surface  of  the  same. 

EXTRA    WORK. 

29.  It  is  the  intention  of  the  foregoing  specifications  that 
work  of  all  kinds  shall  be  done  by  unit  prices.     It  shall  be  paid 
for  at  rates  per  unit  of  measure  of  the  several  kinds  of  work 
required.       Wherever,   in   the   judgment   of   the   Engineer   in 
charge,  such  prices  are  unfair  to  the  contractor,  the  conditions 
shall  be  fully  explained  to  the  Engineer  of  Bridges,  whose  per- 
mission shall  be  obtained  in  writing  for  all  extra  work  to  be 
done.     Generally  such  work  shall  be  done  at  the  actual  cost, 
and  the  contractor  shall  be  allowed  ten  (10)  per  cent,  in  addi- 
tion, to  cover  superintendence,  the  use  of  tools,  etc.     No  other 
rate  will  be  allowed,  unless  specially  provided  when  the  work 
is  ordered. 

30.  A  daily  report  of  forces  employed  and  material  used 
in  all  extra  work  shall  be  made  by  the  Foreman  on  the  work 
to  the  Assistant  fengineer  or  Inspector  in  charge  of  the  work, 


COMPLETE   SPECIFICATIONS. 

who  shall  check  the  same  from  day  to  day  and  settle  all  dis- 
puted questions  as  to  labor  and  material  used.  A  return  of  all 
such  extra  work  shall  be  made  by  the  contractor  (or  by  his 
foreman)  at  the  end  of  each  month,  which  shall  be  given  to 
the  Engineer  or  Inspector  on  the  work  for  certification,  and 
shall  be  sent  to  the  Engineer  of  Bridges,  with  the  estimate  of 
work  done  at  contract  prices,  so  that  the  monthly  estimate  may 
cover  all  work  done  during  the  month.  In  general,  all  bills 
for  extra  work  claimed  to  have  been  done  by  the  contractors 
shall  be  rendered  monthly  and  shall  be  certified  to  by  the  Engi- 
neer or  Inspector  in  charge  of  the  work. 

CLASSIFICATION    OF    PROPOSALS. 

31.  Contractors  will  be  requested  to  name  prices  for  the 
following  materials  and  kinds  of  work: 

a.  A  price  per  lineal  foot  for  piles  furnished  and  driven 
in  cofferdams  and  foundations. 

b.  A  price  per  M.  ft.  B.  M.  for  timber,  plank,  boards,  etc., 
used  in  cofferdams,  sheeting,  etc. 

c.  A  price  per  cubic  yard  for  dry  excavation. 

d.  A  price  per  cubic  yard  for  wet  excavation. 

e.  A  price  per  cubic  yard  for  rock  excavation. 

/.  A  price  per  cubic  yard  for  foundation  concrete  of  nat- 
ural cement,  proportions  of  one,  two  and  five. 

g.  A  price  per  cubic  yard  for  foundation  concrete  of  nat- 
ural cement,  proportions  of  one,  two  and  four. 

h.  A  price  per  cubic  yard  for  foundation  concrete  of  Port- 
land cement,  proportions  of  one,  three  and  six. 

f.  A  price  per  cubic  yard  for  foundation  concrete  of  Port- 
land cement,  proportions  of  one,  two  and  five. 

;.  A  price  per  cubic  yard  for  Portland  cement  concrete  in 
piers,  abutments,  bench  walls  of  arch  culverts  and  wing  walls, 
including  mortar  facing,  proportions  of  one,  two  and  one-half 
and  six. 

k.  A  price  per  cubic  yard  for  Portland  cement  concrete  in 
arch  rings  of  arch  culverts,  parapet  walls,  copings,  etc.,  propor- 
tions of  one,  two  and  five  (including  mortar  facing  for  same). 

/.  A  price  per  cubic  yard  for  granitoid  concrete  as  speci- 
fied for  bridge  seats  and  copings,  proportions  of  one,  two  and 
three. 

32.  The  prices  for  all  kinds  of  concrete  (except  founda- 
tion concrete)  are  to  include  all  molds,  framing,  tie  rods,  braces, 
etc.,  required  in  constructing  concrete,  in  accordance  with  the 
detailed  plans. 

MARCH,  1900. 
ACCEPTED ,  . .  Contractor. 


SPECIFICATIONS  FOB  RAILWAY  EOAD-BED.  34:5 

174.  Specifications  for  Railway  Road-bed.  The  fol- 
lowing specifications  cover  all  the  work  of  building  a  road-bed 
of  a  railroad  including  clearing,  grading,  and  all  fixed  struct- 
ures which  make  a  part  of  the  road-way  with  the  exception  of 
span  bridges.  It  is  the  latest  form  (1902)  used  by  one  of  the 
leading  and  most  careful  railroad  consulting  engineers  in  the 
country  and  a  past  President  of  the  American  Society  of  Civil 
Engineers.  The  general  stipulations  are  not  included  here. 

CLEARING  AND  GRUBBING. 

The  whole  width  of  the  right-of-way  shall  be  cleared  of  all 
trees,  stumps,  logs,  brush  and  other  perishable  matter,  and  all 
fences  and  buildings  which  come  within  the  limits  of  the  right- 
of-way  shall  be  removed  to  or  beyond  these  limits. 

Under  embankments  less  than  three  feet  in  height,  and 
wherever  there  is  an  excavation  of  any  depth,  all  trees,  stumps 
and  brush  shall  be  grubbed  out,  and  under  embankments  three 
feet  or  more  in  height  they  must  be  cut  off  close  to  the  ground. 

All  timber  on  the  right-of-way  is  the  property  of  the  Rail- 
way Company  or  of  the  owners  of  the  land,  and  in  the  latter 
case  may  be  removed  by  them  within  a  reasonable  time.  All 
timber  not  so  removed  shall  be  cut  by  the  Contractor  into  such 
lengths  and  piled  in  such  manner  as  may  be  directed  by  the 
Engineer.  All  stumps,  brush  and  worthless  timber  are  to  be 
burnt  up  when  it  can  be  done  with  safety;  but  in  no  case  are 
tree  tops  or  other  rubbish  to  be  thrown  onto  adjoining  land, 
except  with  the  consent  of  the  land  owner. 

Clearing  shall  be  paid  for  by  the  lump  sum  or  by  the  acre, 
the  price  paid  therefor  being  understood  to  include  all  neces- 
sary grubbing. 

The  removal  of  fences  excepting  hedges  shall  be  done  with- 
out charge,  and  that  of  buildings  at  such  price  as  may  be  agreed 
upon  or  may  be  fixed  by  the  Engineer  in  the  absence  of  an 
agreement. 

Hedge  fences  must  be  grubbed  out  within  the  limits  of 
the  right-of-way  and  completely  burned  up,  for  which  a  price 
of per  hundred  feet  will  be  paid. 

GRADING. 

General  Requirements. — Under  the  head  of  grading  will 
be  included  all  excavations  and  embankments  needed  for  the 
formation  of  the  road  bed  and  for  all  accessory  works,  such  as 
foundation  pits,  new  channels  for  streams,  road  crossings  and 
new  roads  which  may  be  directed  by  the  Engineer. 


34:6  COMPLETE    SPECIFICATIONS. 

As  a  rule  the  following  side  slopes  and  widths  at  grade 
will  be  used :  In  earth  excavations  22  feet  at  grade,  with  side 
slopes  of  one  horizontal  to  one  vertical.  In  rock  excavations 
1 8  feet  at  grade,  with  side  slopes  of  one- fourth  horizontal  to 
one  vertical. 

In  embankments  the  side  slopes  shall  be  one  and  one-half 
horizontal  to  one  vertical,  and  the  width  at  grade  shall  be  for 
banks  less  than  six  feet  in  height,  sixteen  feet;  for  banks  six 
feet  in  height  and  up  to  sixteen  feet  in  height,  eighteen  feet; 
and  in  banks  over  sixteen  feet  in  height,  twenty  feet;  but  these 
widths  and  slopes  may  be  varied  at  the  discretion  of  the  En- 
gineer. 

The  road  bed  and  the  slopes  of  all  excavations  and  embank- 
ments must  be  neatly  and  truly  finished  to  the  stakes  and  di- 
rections given,  and  no  wheel  tracks  or  other  depressions  left 
which  will  lead  the  water  along  the  road.  After  finishing  the 
work  the  contractor  must  build  such  fences  or  other  obstruc- 
tions as  will  prevent  teams  from  driving  along  the  road  and 
maintain  them  until  the  final  acceptance  of  his  work,  and  he 
must  repair  any  damage  resulting  from  neglect  of  this  pre- 
caution. 

In  rock  cuts  the  Contractor  will,  as  a  rule,  be  required  to 
carry  excavations  six  inches  below  the  ordinary  sub-grade,  in 
order  to  allow  for  ballasting.  If  of  suitable  quality,  the  rock 
thus  excavated  shall  be  broken  up  so  that  it  will  all  pass 
through  a  two-inch  ring  and  be  left  in  good  surface  to  receive 
the  track.  For  this  breaking  and  surfacing  an  additional  al- 
lowance of  25  cents  per  yard  measured  in  excavation  will  be 
allowed. 

Excavation  and  Ditching. — All  material  taken  from  exca- 
vations, whether  for  the  road  bed  or  for  ditches,  new  channels, 
or  other  accessory  works,  shall  be  used  as  the  Engineer  shall 
in  each  case  direct.  Where  there  is  any  surplus  beyond  what 
is  needed  for  the  embankments,  which  for  this  purpose  may 
be  widened  to  any  extent,  it  shall  be  deposited  in  spoil  banks. 
All  spoil  banks  shall  be  sloped  on  the  side  next  the  road  with 
a  slope  not  steeper  than  one  and  one-half  to  one,  and  be  kept 
at  least  six  feet  from  the  edge  of  the  excavation. 

The  Contractor  when  so  directed  by  the  Engineer,  shall 
deposit  at  such  convenient  points  as  he  may  designate,  any  stone 
or  other  valuable  material  which  may  be  found  in  the  excava- 
tions. All  material  so  deposited  shall  be  the  property  of  the 
Railway  Company,  and  the  Contractor  will  be  held  responsible 
for  its  safe  keeping  until  removed  by  said  Company,  or  until 
this  contract  is  closed. 

All  falls  or  slides  from  the  sides  of  the  excavations  shall 


SPECIFICATIONS  FOB  BAILWAY  ROAD-BED.  347 

be  taken  out  by  the  Contractor,  and,  except  when  due  to  his 
carelessness  or  neglect,  will  be  paid  for  at  the  same  price  as 
other  excavation. 

Side  ditches  along  the  road  bed  in  excavations  shall  be  cut 
of  such  widths  and  depths  as  the  Engineer  may  direct.  Drain- 
age ditches  outside  of  the  excavations  as  well  as  new  channels 
for  streams  shall  be  made  whenever  directed  by  the  Engineer. 

Excavation  for  foundation  pits  under  water  or  for  deepen- 
ing new  channels  in  running  water  will  be  paid  for  at  such 
price  as  may  be  agreed  upon,  or  as  may  be  fixed  by  the  Engi- 
neer in  the  absence  of  an  agreement.  But  in  either  case  the 
price  paid  shall  cover  the  cost  of  all  pumping,  bailing  and  all 
labor  and  materials  used  in  such  excavation. 

Embankments. — As  a  rule  earth  embankments,  except  as 
herein  otherwise  specified  for  filling  over  culverts,  must  be 
built  with  wagons  or  scrapers.  The  Engineer,  however,  may 
permit  the  use  of  cars  where  such  use  will  materially  expedite 
the  work  or  reduce  its  cost. 

All  embankments  must  be  commenced  and  carried  up  to 
the  top  at  full  width,  the  sides  being  kept  at  all  times  as  high 
as  the  center,  and  be  built  up  in  layers  not  exceeding  four  feet 
in  thickness,  in  such  manner  as  to  make  the  bank  as  compact 
as  possible.  They  shall  also  be  carried  to  such  height  above 
the  final  grade  line  as  the  Engineer  may  deem  necessary  to  pro- 
vide for  shrinkage,  washing  and  settlement,  and  be  maintained 
at  their  proper  height  and  width  until  accepted  by  the  Chief 
Engineer,  but  the  computation  of  quantities  shall  be  made  from 
the  true  cross  sections  to  which  it  is  presumed  the  embankments 
will  finally  settle. 

In  filling  over  masonry  culverts  care  must  be  taken  to  avoid 
injury  or  distortion  to  the  masonry,  and  if  directed  by  the  Engi- 
neer, the  earth  shall  be  wheeled  or  placed  with  shovels  over  and 
around  the  culverts  and  be  carefully  rammed  in  thin  layers. 
For  such  wheeling  and  tamping  such  allowance  will  be  made  as 
the  Engineer  shall  deem  just. 

No  logs,  stumps,  brush  or  other  perishable  materials  will 
be  allowed  in  any  embankments. 

Borroiving. — In  case  sufficient  material  cannot  be  obtained 
by  hauling  from  the  excavations,  the  deficiency  may  be  made 
up  by  borrowing,  subject,  however,  to  the  direction  of  the  En- 
gineer, in  each  case  as  to  the  place  from  which  to  borrow.. 

Borrow  pits  alongside  the  railroad  shall  not  be  brought 
ncarei  to  the  toe  of  the  embankment  than  six  feet,  nor  nearer 
to  the  right-of-way  line  than  two  feet,  and  shall  have  a  slope 
next  the  railroad  not  steeper  than  one  and  one-half  to  one. 
Borrow  pits  must  be  excavated  neatly,  irregular  edges  and  deep 


348  COMPLETE    SPECIFICATIONS. 

holes  being  avoided,  and  they  must  be  so  connected  together 
as  to  give  efficient  drainage  along  the  railroad. 

Classification  of  Materials. — The  materials  found  in  exca- 
vations will  be  classed  as  Solid  Rock,  Loose  Rock  and  Earth, 
the  Chief  Engineer  being  in  every  case  the  final  judge  as  to  the 
class  to  which  any  material  belongs. 

Solid  Rock  will  include  all  loose  boulders  containing  one 
cubic  yard  or  more,  and  all  hard  rock  in  compact  strata  or 
ledges  exceeding  six  inches  in  thickness,  which,  in  the  judg- 
ment of  the  Engineer,  cannot  be  loosened  except  by  blasting. 

Loose  Rock  will  include  all  loose  boulders  containing  more 
than  two  cubic  feet,  and  less  than  one  cubic  yard,  and  all  mater- 
ials requiring  the  use  of  pick  and  bar,  or  which  cannot  be 
plowed  with  a  strong  ten-inch  grading  plow,  well  handled, 
drawn  by  a  good  six-horse  team. 

Earth  will  include  all  materials  of  whatever  kind  which 
do  not  clearly  belong  to  one  or  the  other  of  the  foregoing 
classes. 

Whenever  material  of  any  kind  other  than  Earth  is  found 
in  an  excavation,  the  Contractor  shall  at  once  notify  the  Engi- 
neer in  charge,  so  that  he  may  make  the  necessary  measure- 
ments to  determine  its  quantity.  If  the  Contractor  shall  fail 
to  give  such  notice,  the  Engineer  may  presume  that  the  meas- 
urements taken  at  the  time  he  first  sees  the  material  in  question 
will  give  the  true  quantity. 

Solid  or  Loose  Rock  excavation  will  be  paid  for  by  adding 
to  the  price  of  Earth  excavation  an  extra  price  named  in  the 
contract,  which  shall  cover  the  additional  cost  of  loosening  and 
loading  the  material. 

RULES    FOR    MEASUREMENTS. 

For  payment,  earth  work  will  be  divided  into  three  classes, 
as  follows: 

All  material  taken  from  excavations  of  every  kind,  ex- 
cepting borrow  pits,  will  be  classed  and  paid  for  as  excavation. 

Earth  taken  from  borrow  pits  opened  to  furnish  material 
not  obtainable  from  other  sources  and  delivered  in  embank- 
ment, will  be  classed  and  paid  for  as  earth  borrowed.  So  much 
of  the  material  from  excavations  or  borrow  pits  as  is  neces- 
sarily hauled  more  than  three  hundred  feet,  will  be  classed  as 
material  overhauled,  and  a  price  in  addition  to  that  for  earth 
excavated  or  earth  borrowed  will  be  paid  for  the  hauling,  said 
price  to  be  a  price  per  cubic  yard  for  each  one  hundred  feet 
of  haul  in  excess  of  three  hundred  feet. 

Earth  excavated  will  be  measured  in  excavation;  earth 
borrowed,  where  the  whole  embankment  is  made  of  earth,  will 


SPECIFICATIONS  FOB  RAILWAY  EOAD-BED.  349 

be  measured  in  embankment.  Where  the  bank  is  made  partly 
of  rock  and  partly  of  earth,  the  amount  of  earth  borrowed  may 
be  determined  either  by  measuring  the  borrow  pit  or  by  meas- 
uring the  embankment,  as  in  the  judgment  of  the  Engineer, 
will  give  the  greater  certainty. 

Solid  rock  and  loose  rock  will  be  measured  in  excavation, 
and  in  computing  overhaul,  the  number  of  yards  hauled  will 
be  determined  by  the  measurement  in  excavation  and  the  dis- 
ance  hauled  determined  by  the  volume  of  the  embankment  act- 
ually made  from  it. 

MASONRY. 

General  Conditions. — All  masonry  must  be  built  in  ac- 
cordance with  the  plans  and  dimensions  furnished  by  the  Engi- 
neer, and  be  subject  also  to  the  directions  of  any  Superintendent 
or  Inspector  of  Masonry  appointed  by  him. 

All  masonry  will  be  paid  for  by  the  cubic  yard,  measured 
in  the  finished  work,  and  the  amount  so  paid  shall  be  in  full 
for  all  labor  and  materials  used  in  the  work,  including  cost  of 
scaffolding  and  centering,  and  the  repairing  of  all  damages  to 
the  unfinished  work  from  floods  or  other  causes. 

Materials. — All  stone  used  in  masonry  must  be  sound  and 
durable  stone,  approved  by  the  Engineer,  and  be  used  in  blocks 
as  large  as  the  quarries  will  furnish,  or  as  may  be  necessary  to 
comply  with  these  specifications  or  the  plans  of  the  particular 
structure. 

For  brick  masonry  only  the  best  quality  of  strictly  hard 
dark  red  bricks  shall  be  used,  all  to  be  of  uniform  texture 
throughout  and  free  from  lime  or  other  impurities.  No  soft 
bricks  will  be  allowed  in  any  part  of  the  work,  nor  shall  any 
clinkers  or  any  broken  bricks  be  brought  upon  the  ground. 
Bricks  broken  afterwards  in  handling  shall  be  used  in  such 
manner  only  as  the  Engineer  or  the  Inspector  may  direct.  If 
so  required,  the  Contractor  shall  furnish  men  at  his  own  ex- 
pense to  cull  the  bricks  under  the  direction  of  the  Inspector, 
and  all  rejected  bricks  must  be  at  once  removed  from  the  line 
of  the  work. 

Unless  otherwise  agreed,  cement  for  use  in  all  masonry 
will  be  furnished  by  the  Railway  Company  to  the  Contractor, 

and  be  delivered  at 

For  each  barrel  of  cement  so  delivered  the  Contractor  will  be 

charged dollars  to  be  deducted  out  of  any 

moneys  due  under  this  contract.  Cement,  after  it  is  received 
by  "the  Contractor,  must  be  kept  under  cover  and  dry  until 


350  COMPLETE    SPECIFICATIONS. 

used.  If  allowed  to  become  wet  or  damaged  from  any  cause, 
it  will  be  rejected  and  must  not  be  used  in  the  work. 

Mortar  for  use  in  the  masonry,  except  when  otherwise 
specified,  shall  be  composed  of  one  part  cement  to  three  parts 
clean,  sharp  silicious  sand,  from  which  all  sticks  and  gravel 
have  been  removed  by  screening.  The  proportions  of  cement 
and  sand  shall  be  determined  by  measurement,  and  shall  be 
thoroughly  mixed  dry,  in  a  suitable  box.  Enough  water  shall 
then  be  added  to  give  the  mortar  the  proper  consistency,  care 
being  taken  to  avoid  an  excess  of  water.  All  mortar  shall  be 
made  fresh  for  the  work  in  hand,  and  no  mortar  used  which 
has  begun  to  set. 

Concrete  will  be  made  of  clean,  hard,  angular  broken 
stones,  of  not  more  than  two  inches  in  the  greatest  dimension, 
mixed  with  smaller  stones  not  less  than  one-fourth  of  an  inch 
in  the  greatest  dimension,  and  with  mortar  in  such  quantity  as 
to  be  from  five  to  ten  per  cent  in  excess  of  the  volume  neces- 
sary to  fill  the  void  spaces  of  the  stone,  the  amount  of  mortar 
required  for  this  purpose  to  be  in  every  case  determined  by  the 
Engineer.  When  mixed  by  hand,  concrete  must  be  mixed  on 
tight-jointed  plank  platforms.  The  mortar  will  first  be  made 
as  directed  in  the  preceding  paragraph,  and  the  stone  having 
been  washed  clean  will  then  be  added  while  wet,  and  the  whole 
mass  turned  over  twice  with  shovels.  Concrete  may  also  be 
mixed  by  machine,  provided  that  in  the  judgment  of  the  Engi- 
neer the  mixture  is  as  complete  and  the  result  in  all  respects 
as  good  as  if  done  by  hand  in  the  manner  just  described. 

Forms. — The  forms  for  shaping  concrete  work  shall  be 
made  of  pine  planks  twelve  inches  wide  and  not  less  than  two 
inches  thick,  dressed  to  a  smooth  surface  on  one  side  and  both 
edges.  The  dressed  face  shall  be  on  the  side  next  the  concrete. 
The  forms  shall  be  framed  and  braced  in  accordance  with  plans 
furnished,  or  approved,  by  the  Engineer. 

Depositing  and  Ramming  Concrete. — All  concrete  shall  be 
deposited  in  layers  not  exceeding  nine  inches  thick,  and  be 
rammed  until  the  mortar  flushes  to  the  surface.  If,  when  th?s 
is  done,  the  mass  quakes,  the  amount  of  water  shall  be  reduced 
until  this  is  avoided. 

In  placing  concrete  upon  the  foundation  already  built,  the 
foundation  shall  be  swept  clean  and  then  covered  with  a  wet 
layer  of  mortar  not  less  than  one  inch  thick  to  make  a  close 
joint  between  the  wall  and  the  foundation. 

In  filling  a  form  the  work  shall  be  carried  on  continuously 
so  that  it  shall  be  a  monolithic  mass  without  horizontal  joints. 
The  part  next  the  outer  side  or  showing  face  of  the  wall  shall 


SPECIFICATIONS  FOB  RAILWAY  EOAD-BED.  351 

be  filled  with  facing  mortar,  made  of  one  part  Portland  cement 
and  two  parts  sand.  The  thickness  of  the  facing  shall  not  ex- 
ceed one  and  one-half  inches,  nor  be  less  than  three-fourths  of 
in  inch.  The  facing  and  backing  must  go  on  simultaneously  in 
die  same  horizontal  layers.  In  order  to  guage  the  thickness 
of  the  facing  accurately,  a  light  board  or  diaphragm  of  thin 
metal  and  with  convenient  handles  shall  be  set  on  edge  parallel 
to,  and  one  and  one-half  inches  from  the  front  wall  of  the  form. 
Facing  material  shall  be  deposited  in  the  space  between  this 
board  and  the  form.  Concrete  for  the  backing  shall  then  be 
deposited  and  spread  against  the  back  of  the  board,  which  shall 
dien  be  withdrawn  and  the  whole  mass  thoroughly  rammed  so 
as  to  bond  the  facing  and  backing  by  destroying  the  surface 
of  demarkation  between  them,  but  no  stone  must  be  forced 
nearer  to  the  front  wall  of  the  form  than  three-fourths  of  an 
inch. 

Concrete  or  mortar  shall  not  be  made  when  the  tempera- 
ture is  lower  than  35  degrees  Fahrenheit  in  the  shade,  or  when 
rain  is  falling  on  it.  Forms  and  molds  must  be  left  in  position 
for  not  less  than  four  days  after  the  concrete  is  deposited. 
Freshly  deposited  concrete  shall  be  protected  from  the  direct 
rays  of  the  sun  and  from  wind  by  boards  or  tarpaulins,  and 
as  soon  as  a  section  of  wall  is  completed  the  top  must  be 
covered,  with  a  layer  of  damp  sand  not  less  than  two  inches 
thick,  which  shall  be  kept  moist  until  the  concrete  has  set. 

The  walls  of  the  wooden  forms  shall  be  kept  well  wet  dur- 
ing the  progress  of  the  concrete  work. 

Brick  Masonry. — In  laying  brick  masonry  every  brick  must 
be  cleaned  and  thoroughly  wet  just  before  being  laid.  Every 
brick  shall  be  laid  with  a  "push  joint,"  that  is,  by  placing  suffi- 
cient mortar  on  the  wall  and  forcing  the  bricks  into  it  in  such 
a  manner  as  to  completely  fill  every  joint  with  mortar,  whether 
at  the  bottom,  side  or  end  of  the  brick.  The  joints  shall  be 
made  as  nearly  as  possible  of  uniform  thickness,  not  exceeding 
half  an  inch.  The  face  joints  shall  be  left  full  and  be  neatly 
struck.  All  unfinished  work  must  be  racked  back  in  courses, 
unless  otherwise  directed,  and  when  new  work  is  to  be  joined 
to  it  the  surface  of  the  unfinished  work  must  be  cleaned  and 
wetted. 

For  the  inside  of  arches  and  for  the  exposed  face  of  all 
walls  only  the  smoothest  and  hardest  bricks,  carefully  selected 
for  that  purpose,  shall  be  used,  great  care  being  taken  to  lay 
them  to  true  cylindrical  and  plane  surfaces. 

In  arches  the  bricks  shall  be  stretchers  so  laid  as  to  break 
joints  with  those  in  adjoining  courses.  All  other  walls  shall 


352  COMPLETE    SPECIFICATIONS. 

be  laid  in  English  bond,  that  is,  with  alternate  courses  of 
headers  and  stretchers,  each  course  breaking  joints  with  the 
course  below.  No  broken  bricks  shall  be  used  in  the  face  of 
any  wall,  except  when  necessary  to  make  closures  or  to  break 
joints. 

Foundations. — Unless  otherwise  specially  agreed  or  di- 
rected, the  foundations  for  all  masonry  shall  be  prepared  by  the 
Masonry  Contractor,  and  in  case  a  natural  bed  sufficiently  firm 
is  not  found  at  a  reasonable  depth,  he  shall  prepare  such  artifi- 
cial foundation  of  timber,  concrete  or  other  material  as  the  En- 
gineer may  direct. 

Where  a  price  is  named  in  this  contract  for  timber  or 
other  materials  used  in  foundations,  it  is  intended  to  cover 
every  expense  of  furnishing  the  material  and  putting  the  same 
in  place,  the  amounts  paid  for  being  those  found  in  the  finished 
structure.  And  where  a  price  is  named  for  excavation  in  foun- 
dation pits  below  water,  it  is  intended  to  cover  the  cost  of  pump- 
ing, bailing  and  shoring,  and  every  other  expense  incident  to 
the  removal  of  the  material. 

Paving  and  Slope  Walls. — Paving,  wherever  required, 
will  be  laid  of  flat  stones  set  on  edge  and  well  rammed,  so  as 
to  make  a  good,  smooth  and  close  pavement  one  foot  thick,  con- 
fined at  the  ends  and  sides  by  deep  curb  stones.  Each  paving 
stone  shall  have  a  depth  of  not  less  than  twelve  inches. 

Wherever  required  to  protect  an  embankment  from  the 
action  of  water,  a  pavement  or  slope  wall  similar  to  the  fore- 
going shall  be  laid  on  the  slope  of  the  embankment,  said  wall 
being  begun  at  such  depth  below  the  surface  of  the  ground  as 
the  Engineer  may  direct. 

Pipe  Culverts. — Pipe  culverts  shall  be  made  of  the  best 
quality  double  strength  vitrified  clay  pipe.  Each  pipe  must 
be  sound  and  straight,  and  shall  not  vary  more  than  half  an 
inch  from  a  true  circle.  The  thickness  of  twelve-inch  pipes 
shall  not  be  less  than  one  and  one-eighth  inches;  of  fifteen-inch 
pipes  not  less  than  one  and  one-quarter  inches;  of  eighteen- 
inch  pipes  not  less  than  one  and  one-half  inches ;  and  of  twenty- 
four-inch  pipes  not  less  than  two  inches. 

In  laying  pipes  the  trench  must  be  made  true  to  line  and 
grade,  the  bottom  being  shaped  to  exactly  fit  the  lower  half  of 
the  pipe,  with  cross  trenches  to  receive  the  sockets  so  that  each 
pipe  may  have  a  uniform  bearing  from  end  to  end. 

The  pipes  shall  be  joined  by  filing  the  space  between  the 
socket  and  spigot  with  a  mortar  of  pure  cement  without  sand. 
Particular  attention  must  be  given  to  the  lower  half  of  the  joint 
where  the  cement  should  be  pressed  into  it  with  the  fingers  or 
some  tool  specially  fitted  for  the  purpose.  As  each  joint  is 


SPECIFICATIONS  FOR  RAILWAY  ROAD-BED. 

filled,  all  surplus  cement  must  be  carefully  removed  from  the 
inside  of  the  pipe. 

After  the  pipes  are  properly  laid  they  must  be  carefully 
covered  with  earth,  well  rammed,  both  on  the  sides  and  top  of 
the  pipe  for  at  least  twelve  inches  in  depth. 

At  the  ends  of  pipes  culverts,  such  parapet  or  protection 
walls  of  brick,  stone  or  concrete  shall  be  built  as  the  Engineer 
may  direct,  said  walls  to  be  laid  in  accordance  with  the  fore- 
going specifications,  and  paid  for  by  the  cubic  yard  measured  in 
the  wall. 

Pipe  culverts  will  be  paid  for  by  the  linear  foot  measured 
from  end  to  end  of  the  pipes  when  laid,  the  price  so  paid  to 
cover  the  whole  cost  of  materials  and  labor  of  every  kind  inci- 
dent to  the  completion  of  the  work. 

TIMBER   TRESTLINCL 

General  Requirements. — All  timber  structures,  including 
pile  and  frame  trestles,  wooden  abutments  and  piers,  must  be 
built  according  to  the  plans  and  instructions  furnished  by  the 
Engineer.  The  drawings  will  be  to  scale,  but  in  all  cases  di- 
mensions are  to  be  taken  from  the  figures  and  not  by  scale.  In 
case  any  dimensions  are  omitted,  the  matter  shall  be  referred  to 
the  Engineer.  Timber,  iron  and  piles  will  be  paid  for  in  the 
finished  structure,  and  the  prices  paid  are  to  cover  the  cost  of 
materials,  tools,  scaffolding,  excavation,  watching  and  all  other 
items  of  expense  necessary  for  the  execution  and  maintenance 
of  the  work  until  its  final  acceptance.  No  waste  of  any  kind 
will  be  paid  for  except  "piles  cut  off,"  which  will  be  paid  for  at 
the  contract  price. 

The  Contractor  shall  render  the  Inspector  o"  Pile  Recorder 
any  assistance  that  may  be  required  in  the  performance  of  his 
work. 

Piles. — Piles  shall  be  sound  and  straight  sticks  of  white 
oak  or  red  cypress,  cut  from  living  trees,  and  shall  have  all  the 
bark  peeled  off.  Each  pile  must  have  at  least  twelve  inches  of 
heart  where  cut  off  to  receive  the  cap,  and  at  the  smaller  end 
must  be  not  less  than  nine  inches  in  diameter. 

All  piles  must  be  properly  pointed,  or  if  required,  shod  with 
iron  shoes,  and  then  driven  until  they  sink  not  more  than  five 
inches  under  the  last  five  blows  of  a  2,000  pound  hammer,  fall- 
ing twenty-five  feet,  but  a  heavier  hammer  with  a  shorter  fall, 
equivalent  in  effect  to  the  foregoing,  will  be  preferred.  In 
driving,  the  piles  must  be  capped  with  wrought  iron  rings,  or 
preferably,  with  a  cup-shaped  iron  follower,  to  prevent  splitting. 
Where  iron  shoes  are  required,  they  must  be  of  a  kind  directed 
23 


354  COMPLETE   SPECIFICATIONS* 

or  approved  by  the  Engineer,  and  they  will  be  paid  for  at  actual 
cost  to  the  contractor.  All  piles  injured  in  driving  or  driven 
out  of  place  shall  be  either  cut  off  or  withdrawn,  as  the  En- 
gineer will  direct,  and  another  one  driven  in  its  stead.  The 
pile  thus  replaced  will  not  be  paid  for. 

Such  grubbing  as  may  be  necessary  to  insure  the  correct 
driving  of  the  piles  shall  be  done  by  the  Contractor  for  the 
trestling,  and  will  be  paid  for  at  a  price  to  be  fixed  by  the 
Engineer  in  each  case. 

The  piles  under  the  track  stringers  must  be  accurately 
spaced  and  driven  vertically.  The  outer  piles  shall  be  driven 
vertically  or  with  a  batter,  as  may  be  shown  by  the  drawings  or 
directed  in  each  case. 

Piles  remaining  in  the  structure  will  be  measured  and  paid 
for  by  the  linear  foot  after  they  are  driven  and  cut  off  as  "Piles 
Driven,"  the  parts  cut  off  will  be  measured  and  paid  for  by  tne 
linear  foot  as  "Piles  Cut  Off,"  and  the  amounts  paid  for  these 
two  items  are  to  cover  every  expense  for  labor  and  materials 
required  in  the  performance  of  the  work.  The  pile  ends,  after 
they  are  cut  off,  are  to  be  the  property  of  the  Railway  Company, 
and  shall  not  be  removed  cr  used  without  consent  of  the  En- 
gineer, and  then  only  upon  repayment  of  the  contract  price. 

Parts  of  the  pile  heads  projecting  beyond  the  caps  must  be 
adzed  off  to  a  slope  of  forty-five  degrees. 

Iron. — The  iron  bolts  used  in  trestling  shall  be  of  the  best 
refined  wrought  iron,  with  an  ultimate  strength  of  not  less  than 
45,000  pounds  per  square  inch,  and  an  elastic  limit  of  not  less 
than  26,000  pounds. 

All  bolts  shall  be  perfect  in  every  respect  with  nuts,  heads 
and  screws  of  the  full  standard  sizes  due  to  their  diameters. 
The  thickness  of  the  nut  shall  not  be  less  than  the  diameter  of 
the  bolt,  and  the  size  of  its  square  not  less  than  twice  the  diam- 
eter of  the  bolt. 

Washers  and  separators  shall  be  of  cast  iron.  They  must 
be  smooth,  well  shaped,  free  from  air  holes,  cracks,  cinders  or 
other  imperfections. 

Timber  and  Framing. — All  framing  timber  shall  be  of 
white  or  burr  oak,  or  of  white  Arkansas  or  long  leaf  yellow  pine, 
as  shown  by  the  plans  and  bills  of  materials.  All  the  timber 
must  be  cut  from  living  trees  and  be  free  from  wanes,  black, 
loose  or  unsound  knots,  worm  holes,  or  any  kind  of  decay,  as 
well  as  from  large  knots  or  wind  shakes,  which  impair  the 
strength  of  the  timber,  and  must  be  sawed  true  and  of  full  size. 
When  so  indicated  on  the  plans,  the  timber  shall  be  surfaced. 

Sap  will  be  allowed  in  pine  timber  as  follows:  All 
stringers  must  show  not  more  than  one  and  one-half  inches  of 


SPECIFICATIONS  FOE  BUILDING  LEVEES.  355 


(HEART 


sap  on  two  corners  of  one  of  the  eight-inch  faces.  Posts,  caps, 
sills  and  other  large  timbers  must  show  not  more  than  one  and 
one-half  inches  of  sap  on  any  one  of  the  four  corners.  Guard 
rails  must  not  show  more  than  one  inch  of  sap  on  one  corner 
only.  Sway  braces  and  floor  plank  must  show  heart  on  both 
faces,  and  in  any  cross  section  be  not  less  than  three-fourths 
heart. 

All  framing  must  be  done  to  a  close  fit  and  in  a  thorough 
and  workmanlike  manner.  No  shins  or  blocking  of  any  kind 
will  be  allowed  in  making  joints.  Ties  and  guard  rails  must  be 
scribed  and  dapped  in  place. 

Tops  and  ends  of  stringers  and  the  bearing  surfaces  of  ties 
shall  be  thoroughly  painted  with  a  thick  coat  of  pure  white  lead 
ground  in  and-  mixed  with  pure  linseed  oil.  This  paint  shall 
also  be  used  on  both  surfaces  of  the  bearing  between  stringers 
and  caps,  caps  and  posts,  posts  and  sills,  sills  and  piles,  or  any 
other  joints  which  may  be  indicated  on  the  drawings. 

Cleaning  Up. — After  the  work  is  completed  the  Contractor 
must  remove  all  staging  used  in  erection,  and  clean  up  and  burn 
all  shavings,  chips  and  rubbish,  and  remove  all  pieces  of  timber 
to  a  sufficient  distance  from  the  structure  to  insure  its  safety 
from  fire. 


356  COMPLETE   SPECIFICATIONS. 

Word  Engineer  Defined. — The  word  "Engineer,"  where- 
ever  used  in  this  instrument,  means  the  Chief  Engineer  of  the 
Southern  Missouri  Railway  Company  for  the  time  being,  or  his 
duly  authorized  Assistants,  or  Inspectors,  limited  by  the  par- 
ticular duties  entrusted  to  them.  R.  M. 

175.  Specifications  for  Building  Levees  to  Con- 
fine Flood  Waters.  The  following  specification  is  used 
(1902)  by  the  State  of  Louisiana  for  the  building  of  levees  on 
the  banks  of  the  Mississippi  river. 

The  levee  shall  be.  built  of  such  material,  and  disposed  and 
distributed  in  such  manner  as  the  Engineer  in  charge  may 
direct,  under  the  requirements  of  the  Board  of  State  Engineers. 
The  required  allowance  for  settling  shall  be  added  to  the  heignt 
of  the  levee;  this  allowance  to  be  at  the  discretion  of  the  En- 
gineer in  charge,  up  to  one-fifth  in  excess  of  the  net  height  of 
the  levee;  it  being  understood  that  a  cubic  yard  of  embankment 
under  this  agreement  is  a  net  cubic  yard  of  settled  earth,  and 
equal  to  five-sixths  of  a  gross  cubic  yard  of  loose  earth. 

The  Contractor  shall  remove  all  trees,  stumps,  logs,  roots, 
stalks,  weeds,  grass,  trash  and  perishable  matter  of  every  kind 
not  specially  exempted  from  this  requirement  by  instructions 
from  the  Engineer  in  charge,  and  plow  or  spade  up  the  ground 
over  the  entire  surface  to  be  covered  by  the  embankment.  He 
shall  cut  muck  ditches  of  such  depth  and  size  and  in  such  places 
as  may  be  prescribed  by  the  Engineer  in  charge.  He  shall  grub 
up  by  the  roots  all  trees  and  stumps  coming  within  the  base  of 
the  levee,  and  three  feet  on  either  side  of  the  base.  He  shall 
remove  all  buried  logs,  brick  or  walls  and  other  material  con- 
sidered unsuitable  by  the  Engineer  in  charge.  He  shall  refill 
all  holes  made  by  grubbing  or  by  the  removal  of  unsuitable  ma- 
terials, as  aforesaid,  with  solid  earth  up  to  the  level  of  the 
natural  surface;  and  the  filling  of  such  holes  shall  not  be  paid 
for  by  the  cubic  yard  (except  in  special  cases,  when  so  directed 
by  the  Engineer  in  charge),  but  shall  be  a  part  of  the  clearing 
and  grubbing  to  be  done  as  incidental  or  auxiliary  work,  the 
price  of  which  is  included  in  the  price  per  cubic  yard  hereinafter 
stipulated.  He  shall  carefully  clean  all  ditches  crossing  the  line 
of  levees,  and  fill  them  with  solid  earth  up  to  the  levd  of  the 
natural  surface  to  a  distance  of  twenty  feet  from  the  base  of  the 
levee  on  the  land  side,  where  there  are  no  "banquettes,"  and  to 
the  width  of  the  berme  on  the  river  side.  If  required  by  the 


SPECIFICATIONS  FOE  STEEL  HIGHWAY  BRIDGES.      357 

Engineer  in  charge,  the  clearing,  grubbing,  preparation  of  base 
and  cutting  of  muck  ditch,  as  above,  shall  be  completed,  and  the 
muck  ditch  refilled  throughout  the  whole  length  of  levee,  or  any 
cart  thereof,  before  the  embankment  is  begun.  He  shall  cut  all 
trees  and  stumps  within  twenty-five  feet  of  the  base  of  the  levee 
on  the  land  side,  down  to  the  level  of  the  ground,  unless  other- 
wise directed  by  the  Engineer  in  charge  (but  shall  not  disturb 
or  destroy  the  Engineer's  bench  marks  or  other  reference 
points),  and  shall  leave  the  ground  clear  of  all  fallen  timber, 
brush  and  other  debris  or  material  obstructing  free  passage 
along  the  base  of  the  levee  on  the  land  side  for  a  width  of 
twenty-five  feet.  He  shall  cut  down  all  trees,  bushes  and  sap- 
lings for  a  width  of  one  hundred  feet  on  each  side  of  the  levee 
where  it  runs  through  woods,  and  in  open  land,  shall  cut  down 
such  trees  within  one  hundred  feet  of  the  levee  as  the  Engineer 
in  charge  may  direct.  In  the  construction  of  the  levee  he  shall 
use  earth  only,  except  where  other  material  may  be  ordered  by 
the  Engineer  in  charge,  and  shall  place  it  in  layers  of  such  thick- 
ness as  may  be  directed  by  the  Engineer  in  charge,  and  extend- 
ing the  full  width  of  the  embankment.  He  shall  obtain  all 
earth  from  the  river  side  of  the  embankment,  except  by  written 
permission  of  the  Engineer  in  charge,  leaving  a  berme  of  the 

natural  surface feet  wide  between  the  barrow  pits  and 

the  base  of  the  levee.  Unless  otherwise  directed  by  the  En- 
gineer in  charge,  all  barrow  pits  shall  be  sloped  on  the  side 
nearest  the  embankment,  not  steeper  than  three  horizontal  to  one 
vertical,  and  on  that  side  shall  not  be  deeper  than  three  feet ;  and 
their  bottoms  shall  slope  thence  uniformly  to  the  side  furthest 
from  the  embankment,  where  the  depth  of  the  pits  shall  not 
exceed  six  feet.  At  intervals  not  greater  than  three  hundred 
feet  "traverses"  of  the  natural  surface,  not  less  than  twenty  feet 
wide,  shall  be  left  undisturbed,  extending  entirely  across  the 
pits,  except  that  a  ditch  of  such  width  as  may  be  directed  by  the 
Engineer  in  charge  shall  be  cut  through  the  traverses  to  allow 
drainage  from  one  part  of  the  pit  to  another.  All  existing 
levees,  or  parts  of  old  levee,  must  be  left  undisturbed  except  by 
special  permission  of  the  Engineer  in  charge.  He  shall  cut 
such  openings  through  the  old  levee  as  may  be  required  by  the 
Engineer  in  charge.  He  shall  dig  a  drainage  ditch  on  the  land 
side  of  the  levee,  if  required  by  the  Engineer  in  charge,  of  such 
dimensions  and  at  such  distance  from  the  base  as  may  be  pre- 
scribed, but  may  not  otherwise  break  up  the  surface  of  the 
ground  on  the  land  side  of  the  levee,  except  by  written  permis- 
sion of  the  Engineer  in  charge.  The  earth  taken  from  such 
openings  through  the  old  levee  and  from  drainage  ditches  shall, 
when  required  by  the  Engineer  in  charge,  be  deposited  in  the 


358  COMPLETE  SPECIFICATIONS. 

embankment,  in  which  case  it  shall  be  paid  for  as  embankment 
only,  but  otherwise  it  shall  be  measured  and  paid  for  in  excava- 
tion. He  shall  plant  the  entire  surface  of  the  completed  levee 
with  living  roots  or  sods  of  Bermuda  grass  not  more  than  one 
foot  apart,  and  to  the  satisfaction  of  the  engineer  in  charge. 
He  shall  take  care  to  preserve  the  engineer's  stakes  and  bench 
marks,  and  shall  at  all  times  keep  the  station  stakes  at  or  oppo- 
site their  proper  stations. 

176.  Complete  Specifications  and  Contract  for  Dam  No.  5, 
Southborough,  of  the  Boston  Waterworks,  July,  1893. 

ADVERTISEMENT. 


TO   CONTRACTORS. 


Sealed  proposals  addressed  to  the  Boston  Water  Board,  and 
endorsed  "Proposals  for  building  dam  No.  5  in  the  town  of 
Southborough,"  will  be  received  by  the  Boston  water  board,  at 
their  office,  city  hall,  Boston,  Mass.,  until  12  o'clock  M.,  of 
Monday  the  seventeenth  day  of  July,  1893,  and  at  that  time 
will  be  publicly  opened  and  read. 

Each  bidder  must  make  a  personal  examination  of  the  loca- 
tion of  the  dam. 

All  bids  must  be  made  upon  blank  forms,  to  be  obtained  of 
the  city  engineer,  Boston,  must  give  the  prices  proposed,  both 
in  writing  and  in  figures,  and  be  signed  by  the  bidder,  with 
his  address. 

Each  bid  is  to  be  accompanied  by  a  certified  check  for  two 
thousand  dollars  ($2,000),  payable  to  the  city  of  Boston,  said 
check  to  be  returned  to  the  bidder  unless  he  fail  to  execute  the 
contract,  should  it  be  awarded  to  him. 

A  bond  for  one  hundred  thousand  dollars  ($100,000)  will  be 
required  for  the  faithful  performance  of  the  contract,  the  sure- 
ties to  be  residents  of  Massachusetts,  and  satisfactory  to  said 
Boston  water  board. 

The  person  or  persons  to  whom  the  contract  may  be  awarded 
will  be  required  to  appear  at  this  office  with  the  sureties  offered 
by  him  or  them,  and  execute  the  contract  within  six  days  (not 
including  Sunday)  from  the  date  of  notification  of  such  award, 
and  the  preparation  and  readiness  for  signature  of  the  con- 
tract ;  and  in  case  of  failure  or  neglect  so  to  do,  he  or  they  will 
be  considered  as  having  abandoned  it,  and  the  check  accom- 
panying the  proposal  shall  be  forfeited  to  the  city  of  Boston. 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.          359 

All  bids  will  be  compared  on  the  basis  of  the  engineer's  esti- 
mate of  quantities  of  work  to  be  done,  which  is  as  follows  : 

(a)  I4,ooo.cubic  yards  soil  excavated  and  placed  in  spoil-banks. 
(aa)   13,900  cubic  yards  soil  excavated  from  spoil  -banks  and 

placed  on  dam. 

(b)  1,610  square  yards  sodding. 
(bb)  5  acres  seeding. 

(c)  230,000  cubic  yards  earth  excavation  (trenches,  embank- 

ments, and  backfilling). 
(or)  10,000  cubic  yards  rehandling  of  excavated  materials. 

(d)  13,400  cubic  yards  rock  excavation. 

(e)  2,000  feet  board  measure  timber  work. 

(ee)    2,000  feet  board  measure  timber  work    (tongued  and 

grooved). 

(/)  800  barrels  Portland  cement. 
(g)  14,000  cubic  yards  concrete  masonry. 
(gg)  800  cubic  yards  concrete  masonry. 
(h)  9,270  square  yards  plastering. 
(t)  256  cubic  yards  brick  masonry. 
(/)  7>5°°  cubic  yards  paving.1 
(&)  10,100  cubic  yards  riprap. 
(/)  5,400  cubic  yards  broken  stone.1 
(m)  22,200  cubic  yards  rubble-stone  masonry. 
(n)    I3>3°°  square  feet  facing  stone  masonry   (broken  ashlar 

work). 

(0)  3,650  cubic  yards  facing  stone  masonry  (range  work). 
(/>)  320  linear  feet  coping. 
(q)  290  cubic  yards  dimension  stone  masonry. 
(r)  4,  no  square  feet  hammered  work. 
(s)  1,000  cubic  yards  masonry  laid  in  American  cement  mortar 

I  to  I,  an  additional  price  per  cubic  yard. 
(t)  1,000  cubic  yards  masonry  laid  in  Portland  cement  mortar 

i  to  i,  an  additional  price  per  cubic  yard. 
(M)  1,000  cubic  yards  masonry  laid  in  Portland  cement  mortar 

i  to  2,  an  additional  price  per  cubic  yard. 
(v)  1,000  cubic  yards  masonry  laid  in  Portland  cement  mortar 

i  to  3,  an  additional  price  per  cubic  yard. 
(w)  1,575  linear  feet  of  walk. 


These  quantities  are  approximate  only,  and  the  Boston  water 
board  expressly  reserves  the  right  of  increasing  or  diminishing 
the  same  as  may  be  deemed  necessary  by  its  engineer. 

Plans  can  be  seen  and  specifications  and  forms  of  proposal 
and  contract  obtained  at  the  office  of  the  city  engineer,  city 
hall,  Boston. 

1  8,200  cubic  yards  if  riprap  is  used.  *  2,800  cubic  yards  if  riprap  is  used. 


360  COMPLETE  SPECIFICATIONS. 

The  Boston  water  board  reserves  the  right  to  reject  any  or 
all  bids,  should  it  deem  it  to  be  for  the  interest  of  the  city  oi 
Boston  so  to  do. 

ROBERT  GRANT, 
JOHN  W.  LEIGHTON, 
THOMAS  F.  DOHERTY, 

Boston  Water  Board. 
OFFICE  OF  BOSTON  WATER  BOARD, 

CITY  HALL,  BOSTON,  JULY  i,  1893. 

PROPOSAL. 

TO  THE  BOSTON  WATER  BOARD  FOR  BUILDING  DAM  NO.   5   IN  THE 
TOWN  OF  SOUTHBOROUGH. 

The  undersigned  hereby  declares  that  he  has  carefully  ex- 
amined the  annexed  form  of  contract  and  specifications  and  the 
drawings  therein  referred  to,  and  made  an  inspection  of  the 
site  of  the  proposed  dam,  and  will  provide  all  necessary  ma- 
chinery, tools,  appartus  and  other  means  of  construction,  and 
do  all  the  work  and  furnish  all  the  materials  called  for  by  said 
contract  and  specifications  and  the  requirements  under  them  of 
the  engineer,  for  the  following  sums,  to  wit : 

(a)  For  the  removal  of  soil  excavated  and  placed  in  spoil - 

banks,  including  all  incidental  work,  the  sum  of ($— - — ) 

per  cubic  yard. 

(aa)  For  the  removal  of  soil  taken  from  spoil-banks  or  from 
other  places  and  placing  on  the  slopes  of  the  embankment,  in- 
cluding all  incidental  work,  the  sum  of ($ )  per  cubic 

yard. 

(b)  For  sodding,  including  all  incidental  work,  the  sum  of 

—  ($ )  per  superficial  square  yard. 

(bb}  For  seeding,  including  all  incidental  work,  the  sum  of 

—  ($ )  per  acre. 

(c)  For  earth  excavation,  including  its  disposal  in  embank- 
ments and  refilling,  or  as  otherwise  ordered  by  the  engineer, 

and  all  incidental  work,  the  sum  of  ($— — )  per  cubic 

yard. 

(cc)  For  rehandling  of  excavated  materials  from  spoil- 
banks  and  placing,  including  all  incidental  work,  the  sum  of 
($ )  per  cubic  yard. 

(d)  For  rock  excavation,  including  its  disposal  and  all  in- 
cidental work,  the  sum  of ($ )  per  cubic  yard. 

(e)  For    permanent    timber    work,    except    tongued    and 
grooved  timber,  placed,  including  all  incidental  work,  the  sum 
of ($ )  per  thousand  feet  B.  M. 


SPECIFI CATIONS  AND  CONTRACT  FOR  DAM.  361 

(ee)  For  permanent  timber  work,  tongued  and  grooved, 

placed,  including  all  incidental  work,  the  sum  of ($ ) 

per  thousand  feet  B.  M. 

(/)  For  Portland  cement  ordered  by  the  engineer,  delivered 
where  ordered  on  the  work,  in  barrels  containing  400  pounds, 

including  all  incidntal  work,  the  sum  of  ($ )  per 

barrel. 

(g)  For  concrete  masonry,  in  place,  formed  of  five  parts  of 
broken  stone  or  screened  gravel,  to  one  part  of  cement,  ana 
made  with  American  cement  mortar  mixed  in  the  proportion 
of  one  part  of  cement  to  two  parts  of  sand,  including  all  inci- 
dental work,  the  sum  of ($ )  per  cubic  yard. 

(gg)  For  concrete  masonry,  in  place,  formed  of  three  parts 
of  broken  stone  or  screened  gravel  to  one  part  of  cement,  and 
made  with  American  cement  motar  mixed  in  the  proportion 
of  one  part  of  cement  to  two  parts  of  sand,  including  all  inci- 
dental work,  the  sum  of ($ )  per  cubic  yard. 

(h)  For  plastering  all  concrete  walls  with  Portland  cement, 
including  all  incidental  work,  the  sum  of ($ )  per  su- 
perficial square  yard. 

(*')  For  brick  masonry,  laid  in  Portland  cement  mortar  mixed 
in  the  proportion  of  one  part  of  cement  to  two  parts  of  sand, 
and  including  all  pointing,  centering,  etc.,  and  removing  the 

same,  and  all  incidental  work,  the  sum  of  ($ )  per 

cubic  yard. 

(/)  For  paving  in  place,  including  all  incidental  work,  the 
sum  of ($ )  per  cubic  yard. 

(k)  For  riprap  in  place,  including  all  incidental  work,  the 
sum  of ($— )  per  cubic  yard. 

(/)  For  broken  stone  in  place  (other  than  that  used  in  mak- 
ing concrete  and  the  walk),  including  all  incidental  work,  the 
sum  of ($ )  per  cubic  yard. 

(m)  For  rubble-stone  masonry,  laid  in  American  cement 
mortar,  mixed  in  the  proportion  of  one  part  of  cement  to -two 

paits  of  sand,  including  all  incidental  work,  the  sum  of 

($ )  per  cubic  yard. 

(n)  For  face  work  of  broken  ashlar,  in  addition  to  the  price 
paid  per  cubic  yard  as  rubble,  including  pointing  in  neat  Port- 
land cement,  and  all  incidental  work,  the  sum  of ($ ) 

per  superficial  square  foot. 

(0)  For  facing  stone  masonry  of  range  stones  laid  in  Ameri- 
can cement  mortar  mixed  in  the  proportion  of  one  part  of  ce- 
ment to  two  parts  of  sand  and  pointing  in  neat  Portland  cement, 

including  all  incidental  work,  the  sum  of  ($ )  per 

cubic  yard. 

(/>)  For  coping  laid  in  place,  and  pointed  in  neat  Portland 


COMPLETE  SPECIFICATIONS. 

cement,  including  all  incidental  work,  the  sum  of ($ ) 

per  linear  or  running  foot. 

(q)  For  dimension  stone  masonry  laid  in  Ameiican  cement 
mortar  mixed  in  the  proportion  of  one  part  of  cement  to  two 
parts  of  sand,  including  pointing  in  neat  Portland  cement,  cen- 
tering, etc.,  and  all  incidental  work,  the  sum  of ($ ) 

per  cubic  yard. 

(r)  For  fine  hammer  dressing  (six  cut  work)  the  sum  of 
($ )  per  superficial  square  foot. 

(s)  For  all  kinds  of  masonry  laid  in  American  cement  mortar 
mixed  in  the  proportion  of  one  part  of  cement  to  one  part  of 
sand,  in  addition  to  the  prices  per  cubic  yard  hereinbefore  stip- 
ulated to  be  paid  for  the  same  class  of  masonry  laid  in  Ameri- 
can cement  mortar  mixed  in  the  proportion  of  one  part  of  ce- 
ment to  two  parts  of  sand,  the  sum  of ($ )  per  cubic 

yard. 

(t)  For  all  kinds  of  masonry  laid  in  Portland  cement  mortar 
mixed  in  the  proportion  of  one  part  of  cement  to  one  part  of 
sand,  in  addition  to  the  prices  per  cubic  yard  hereinbefore  stipu- 
lated to  be  paid  for  the  same  class  of  masonry  laid  in  Amen 
can  cement  mortar  mixed  in  the  proportion  of  one  part  of  cc 

ment  to  two  parts  of  sand,  the  sum  of  -     -  ($ )  per  cubic 

yard. 

(w)  For  all  kinds  of  masonry  laid  in  Portland  cement  mortar 
mixed  in  the  proportion  of  one  part  of  cement  to  two  parts  of 
sand,  in  addition  to  the  prices  per  cubic  yard  hereinbefore  stip- 
ulated to  be  paid  for  the  same  class  of  masonry  laid  in  Ameri- 
can cement  mortar  mixed  in  the  proportion  of  one  part  of  ce- 
ment to  two  parts  of  sand,  the  sum  of ($ )  per  cubic 

yard. 

(v)  For  all  kinds  of  masonry  hid  in  Portland  cement  mortar 
mixed  in  the  proportion  of  one  part  of  cement  to  three  parts 
of  sand,  in  addition  to  the  price  per  cubic  yard  hereinbefore 
stipulated  to  be  paid  for  the  same  class  of  masonry  laid  in 
American  cement  mortar  mixed  in  the  proportion  of  one  part 

of  cement  to  two  parts  of  sand,  the  sum  of ($ )  per 

cubic  yard. 

(w)  For  building  walk,  including  all  incidental  work,  the 
sum  of ($ )  per  linear  or  running  foot. 

(;r)  For  all  extra  work  done  by  written  order  of  the  Boston 
water  board,  its  actual  reasonable  cost  to  the  contractor,  as  de- 
termined by  the  city  engineer,  plus  fifteen  per  cent,  of  said  cost. 

Accompanying  this  proposal  is  a  certified  check  for  two  thou- 
sand dollars  ($2,000),  which  it  is  agreed  shall  become  the  prop- 
erty of  the  city  of  Boston,  if,  in  case  this  proposal  shall  be  ac- 
cepted by  the  Boston  water  board,  the  undersigned  shall  fail 
to  execute  a  contract  with  said  citv  under  the  conditions  of  this 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.  363 

proposal  within  the  time  provided  for  by  the  advertisement  for 
proposals ;  otherwise  said  check  shall  be  returned  to  the  under- 
signed. 

No  member  of  the  city  council,  and  no  person  in  any  office 
or  employment  of  the  city  of  Boston  is  directly  or  indirectly 
interested  in  this  proposal  or  in  any  contract  which  may  be 
made  under  it,  or  in  expected  profits  to  arise  therefrom ;  and 
this  proposal  is  made  in  good  faith  without  collusion  or  connec- 
tion with  any  other  person  bidding  for  the  same  work. 

Name . 

Address  . 

Date ,  1893. 


CITY   OF  BOSTON. 

BOSTON  WATER  WORKS. 

CONTRACT  AND  SPECIFICATIONS  FOR  BUILDING  DAM 
NO.  5,  IN  THE  TOWN  OF  SOUTHBOROUGH. 

This  agreement,  made  and  concluded  this 

day  of ,  in  the  year  one  thousand  eight  hun- 
dred and  ninety-three,  between  the  city  of  Boston, 
by  its  Boston  water  board,  of  the  first  part,  and 
in  the  state  of ,  of  the  second  part : 

A.  Witnesseth,  That  for  and  in  consideration 
of  the  payments  and  agreements  hereinafter  men- 
tioned, to  be  made  and  performed  by  the  said 
party  of  the  first  part,  and  under  the  penalty  ex- 
pressed in  a  bond  bearing  even  date  with  these 
presents  and  hereunto  annexed,  the  said  party 
of  the  second  part  agrees  with  the  said  party  of 
the  first  part  to  commence  the  work  herein  re- 
quired to  be  done,  within  fourteen  days  after  the 
signing  of  this  contract  and  to  proceed  with  the 
work  in  such  order  and  at  such  times,  points  and 
seasons,  and  with  such  force  as  may,  from  time 
to  time,  be  directed  by  the  engineer,  and  at  his 
own  proper  cost  and  expense,  to  do  all  the  work 
and  furnish  all  the  materials  called  for  by  this 
agreement,  in  the  manner  and  under  the  condi- 
tions hereinafter  specified. 

And  the  said  party  of  the  second  part  hereby   completion  of 
agrees  to  complete  all  the  work  called  for  under      Work- 
this  agreement,  in  all  parts  and  requirements  and 


364 


COMPLETE  SPECIFICATIONS. 


in  full  conformity  with  the  plans  and  specifica- 
tions on  or  before  November  I,  1896;  provided, 
however,  that  the  water  board  shall  have  the  right 
at  their  discretion  to  extend  the  time  for  said 
completion  of  the  work.  It  is  further  agreed  that 
the  permitting  of  said  party  of  the  second  part 
to  go  on  and  finish  said  work  after  the  time  speci- 
fied for  its  completion  shall  not  operate  as  a 
waiver  of  any  of  the  rights  of  said  city  under 
this  contract. 

Referee  B.     To  prevent  all  disputes  and  litigation  it  is 

further  agreed,  by  and  between  the  parties  to  this 
contract,  that  the  citiy  engineer  of  Boston  (mean- 
ing thereby  the  individual  at  any  time  holding  the 
position  or  acting  in  the  capacity  of  the  engineer 
of  the  Boston  water  board)  shall  be  referee  in  all 
cases  to  determine  the  amount  or  the  quantity  of 
the  work  which  is  to  be  paid  for  under  this  con- 
tract, and  to  decide  all  questions  l  which  may 
arise  relative  to  the  fulfillment  of  this  contract  on 
the  part  of  the  contractor,  and  his  estimates  and 
decisions  shall  be  final  and  conclusive  ;  also  that 
said  engineer,  by  himself,  or  by  assistants  and  in- 
spectors, acting  for  him,  shall  inspect  the  work 
to  be  done  under  this  agreement  to  see  that  the 
same  is  done  strictly  in  accordance  with  the  re- 
quirements of  the  specifications  hereinafter  set 
forth. 

C.  The  parties  further  agree  that  wherever  in 
this  contract  the  words  defined  below  are  used, 
they  shall  be  understood  to  have  the  meanings 
herein  given  : 

water  Board.  f^e  term  "water  board"  shall  mean  the  Boston 
Water  Board,  or  any  board  or  committee  duly  au- 
thorized to  represent  the  city  of  Boston  in  the  exe- 
cution of  the  work  covered  by  this  contract. 

^engineer.  The  word  "engineer"  when  not  further  quali- 

fied, shall  mean  the  said  city  engineer  or  his  prop- 
erly authorized  agents,  limited  by  the  particular 
duties  entrusted  to  them. 

contractor.  The  word  "contractor"  shall  mean  the  person 

or  persons,  co-partnership  or  corporation,  who 
have  entered  into  this  contract  as  party  of  the 
second  part,  or  his  or  their  legal  representatives. 

D.  It  is  further  agreed  that  the  quantities  of 
work  to  be  done  and  materials  to  be  furnished, 


»  This  is  not  bindiug.    See  Art.  13,  p.  IS. 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.  365 

as  given  in  the  accompanying  notice  to  contract- 
ors are  only  for  the  purpose  of  comparing  the 
bids  offered  for  the  work  under  the  contract  on 
a  uniform  basis;  and  it  is  hereby  agreed  that  the 
Boston  water  board  expressly  reserves  the  right 
to  increase  or  diminish  the  above  mentioned  quan- 
tities, or  any  of  them,  as  may  be  deemed  neces- 
sary by  the  engineer. 

E.  The  plans  and  specifications  are  intended   nana. 
to  be  explanatory  of  each  other;  but  should  any 
discrepancy    appear,    or    any    misunderstanding 
arise  as  to  the  import  of  anything  contained  in 
either,  the  parties  hereto  further  agree  that  the  ex- 
planation and  decision  of  the  city  engineer  shall 

be  final  and  binding  on  the  contractor ;  and  all  di- 
rections and  explanations  required,  alluded  to,  or 
necessary  to  complete  any  of  the  provisions  of 
this  contract  and  specifications  and  give  them  due 
effect,  shall  be  given  by  the  said  engineer.  Cor- 
rections of  errors  or  omissions  in  drawings  or 
specifications  may  be  made  by  the  said  engineer, 
when  such  corrections  are  necessary  for  the 
proper  fulfillment  of  the  intention  of  such  draw- 
ings or  specifications,  the  effect  of  such  correc- 
tions to  date  from  the  time  that  the  said  engineer 
gives  due  notice  thereof  to  said  contractor. 

F.  It  is  further  agreed  that  the  city  engineer   Alteration! 
may  make  alterations  in  the   line,  grade,  plan, 

form,  position,  dimensions  or  material  of  the 
work  herein  contemplated,  or  of  any  part  thereof, 
either  before  or  after  the  commencement  of  con- 
struction. If  such  alterations  diminish  the  quan- 
tity of  work  to  be  done,  they  shall  not  constitute 
a  claim  for  damages,  or  for  anticipated  profits  on 
the  work  that  may  be  dispensed  with';  if  they  in- 
crease the  amount  of  work,  such  increase  shall  be 
paid  for  according  to  the  quantity  actually  done, 
and  at  the  price  established  for  such  work  under 
this  contract;  or  in  case  there  is  no  price  estab- 
lished, it  shall  be  paid  for  at  its  actual  reasonable 
cost  as  determined  by  the  city  engineer,  plus  fif- 
teen per  cent,  of  said  cost. 

SPECIFICATIONS  FOR  BUILDING  DAM    NO.   5  OF  THE 
SUDBURY  RIVER   WORKS. 

G.  I.  The  contractor  is  to  furnish  all  the  ma-    PI*M. 
"crial  and  do  all  the  work  necessary  to  build  a 


COMPLETE  SPECIFICATIONS. 

dam  on  the  Stony  Brook  branch  of  the  Sudbury 
river  near  the  site  of  Nichol's  mill,  so  called,  in 
the  town  of  Southborough,  Mass.  The  dam  to 
be  in  accordance  with  plans  marked  Dam  No.  5, 
dated  June  16,  1893,  signed  by  William  Jackson, 
city  engineer,  and  filed  in  the  office  of  the  city 
engineer,  city  hall,  Boston.  The  work  will  also 
be  built  in  conformity  with  these  specifications. 

These  plans  show  only  the  general  character  of 
•    the  work,  and  during  its  progress  such  working 
plans  will  be  furnished  from  time  to  time  by  the 
engineer  as  he  may  deem  necessary. 

Bonnes.  The  character  of  the  materials  to  be  met  with, 

as  shown  on  said  plans,  is  the  result  of  such  ex- 
aminations as  the  city  of  Boston  has  been  able  to 
make ;  but  no  guarantee  is  made  as  to  the  accu- 
racy of  the  borings  or  test  pits  or  the  representa- 
tions on  the  plans. 

Descrip"  2.  The  dam  is  to  be  built  partly  of  masonry 
and  partly  of  earth,  approximately  on  the  lines 
shown ;  but  if  the  character  of  the  materials  or 
circumstances  arise  which  render  it  advisable  to 
change  the  location  of  the  dam  or  to  change  the 
plans  of  the  dam  the  city  of  Boston  expressly 
reserves  the  right  so  to  do  without  payment  of 
damages  to  the  contractor,  but  all  work  actually 
completed  will  be  paid  for  as  per  prices  bid  for 
the  whole  work. 

The  earth  embankments  will  contain  plastered 
concrete  core  walls.  Water-tight  material  will  be 
placed  next  these  walls  on  the  water  side.  The 
embankments  will  be  protected  from  wash  by  lin- 
ings of  riprap  or  paving.  A  walk  will  be  built 
on  the  top  of  the  dam,  and  other  slops  and  sur- 
faces covered  with  soil  as  directed.  The  em- 
bankments will  be  separated  from  the  masonry 
overfall  by  heavy  wing  walls.  A  gate-house 
with  wells  and  appurtenances  as  shown  will  be 
built  next  to  the  north  wing  wall.  The  "masonry 
portion"  of  the  dam  will  be  about  300  feet  in 
length  and  will  be  a  solid  mass  of  rubble  ma- 
sonry faced  with  range  stones  laid  in  courses. 

Where  the  rock  is  of  poor  quality  or  for  other 
reasons,  it  may  seem  to  the  engineer  to  be  desir- 
able, the  core  walls  both  in  the  center  of  the  em- 
bankments and  under  the  masonry  section  may  be 
carried  down  deep  into  the  rock. 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM. 


367 


3.  The  work  to  be  done  in  a  general  way  con-  work  to  be  Done, 
sists  in  stripping  the  site  of  the  dam ;  building  up 
the  embankments  in  layers,  and  in  paving  or 
otherwise  protecting  their  surfaces ;  doing  all 
blasting,  rock  and  timber  work;  constructing  all 
masonry ;  building  in  all  iron  work  in  connection 
with  brick  or  other  masonry;  laying  pipes 
through  the  dam;  doing  all  pumping  or  other 
temporary  work  in  connection  with  the  perma- 
nent work,  and  delivering  over  to  said  city  of 
Boston  the  whole  structure  in  a  complete  condi- 
tion with  the  masonry  all  pointed  and  with  the 
dam  ready  to  be  put  into  service  in  accordance 
with  the  plans  and  these  specifications. 

All  work  during  its  progress  and  on  its  com-   Lines,  Grades, 
pletion  must  conform  truly  to  the  lines,  grades  ^  P1 

and  levels  to  be  determined  and  given  hereafter 
by  the  engineer,  and  due  facilities  and  such  assist- 
ance and  materials  as  he  may  require  must  be  fur- 
nished by  the  contractor  without  extra  charge, 
and  the  engineer's  marks  must  be  carefully  pre- 
served. The  work  must  also  be  built  in  accord- 
ance with  the  plans  and  directions  which  shall  be 
given  by  him  from  time  to  time,  subject  to  such 
modifications  and  additions  as  said  engineer  shall 
deem  necessary  during  the  prosecution  of  the 
work,  and  in  no  case  will  any  work  which  may 
be  performed,  or  any  materials  furnished  in  ex- 
cess of  the  requirements  of  this  contract  or  of  the 
plans  or  of  the  specifications,  be  estimated  and 
paid  for,  unless  such  excess  shall  have  been  or- 
dered by  the  water  board  as  hereinafter  set  forth. 

The  contractor  is  to  furnish  all  temporary  Tools  and  impie- 
flumes,  all  materials  and  all  tools,  implements,  meuts- 
machinery  and  labor  necessary  or  convenient  for 
doing  all  the  work  herein  contracted  for,  with 
safety  to  life  and  property  in  accordance  with  this 
contract,  and  within  the  time  specified  herein  :  he 
v/ill  be  required  to  construct  and  put  in  complete 
working  order  the  work  herein  specified,  and  is 
to  perform  and  construct  all  the  work  covered  by 
this  agreement;  the  whole  to  be  done  in  con- 
formity with  the  plans  and  these  specifications ; 
and  all  parts  to  be  done  to  the  satisfaction  of  the 
city  engineer. 

4.  The  soil  is  to  be  removed  from  the  grounds    Sofl- 
where  the  dam,  embankments  and  other  works 


368  COMPLETE  SPECIFICATIONS. 

are  to  stand.  Wherever  directed  by  the  engineer 
said  soil  to  be  hauled  and  put  in  spoil-banks,  to 
remain  until  required  to  be  placed  over  the 
finished  surfaces  of  slopes  or  embankments.  The 
quantities  of  soil  removed  will  be  measured  in  the 
spoil  banks  and  paid  for  as  stipulated  in  article  Q, 
item  (a). 

The  slopes  of  the  embankment  are  to  be  cov- 
ered with  soil  taken  from  the  spoil-banks ;  if  any 
additional  soil  is  needed  for  the  work,  it  shall  be 
obtained  and  taken  from  such  grounds  as  may  be 
designated  by  the  engineer,  and  deposited  wher- 
ever ordered  by  him ;  all  soil  removed  from  the 
spoil-banks,  or  from  such  grounds  as  the  engi- 
neer may  designate,  shall  be  measured  in  excava- 
tion. It  will  be  rolled  or  otherwise  compacted, 
and  paid  for  as  stipulated  in  article  Q,  item  (aa). 

All  surfaces  which  are  required  to  be  after- 
wards sodded  or  seeded  are  to  be  covered  with 
soil  at  least  twenty-four  inches  in  thickness. 
Sodding  and  5-  The   embankments   of   the   dam,   and   such 

Seeding.         other  surfaces  as  may  be  designated  by  the  engi- 
neer, are  to  be  sodded  or  seeded  with  grass  seed. 

All  the  surfaces  to  be  sodded  or  seeded  are  to 
be  carefully  graded  and  particular  care  taken  to 
make  a  true  and  even  bearing  for  the  sods  to 
rest  on. 

Sods.  The  sods  to  be  of  good  quality  of  earth  covered 

with  heavy  grass,  sound  and  healthy,  and  not  less 
than  one  foot  square,  and  generally  of  a  uniform 
thickness  of  three  inches.  These  sizes  may  be 
altered  by  the  engineer  during  the  progress  of  the 
work.  The  sods  will  be  cut  with  a  bevel  on  all 
sides,  so  that  when  laid  they  will  lap  at  the  edges ; 
to  be  properly  set  so  as  to  have  a  full  bearing  on 
their  whole  lower  surface ;  to  be  padded  down 
firm  with  a  spade  or  wooden  bat  made  suitable 
for  the  purpose ;  each  sod  is  to  be  pinned  with  one 
wooden  pin,  not  less  than  fifteen  inches  long,  so 
as  to  be  secured  to  the  ground  beneath  it,  and 
to  be  so  laid  that  the  upper  surface  shall  conform 
to  the  true  slope  of  the  bank  or  ground  and  to 
the  lines  given  by  the  engineer.  No  lean,  poor 
or  broken  sods  will  be  allowed  in  the  work,  but 
on  the  outside  edges  of  the  bank  sods  may  be  cut 
f>  such  size  and  shape  as  will  make  a  proper 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.  359 

finish  to  the  same.  The  engineer  may  alter  all 
the  above  sizes  during-  the  progress  of  the  work. 
The  sodding  that  shall  have  been  laid  shall  be 
well  and  carefully  sprinkled  with  water  as  often 
as  the  engineer  shall  deem  necessary. 

6.  The  engineer  may  specify  the  kind,  quality   seeding, 
and  amount  of  seed  to  be  used  on  all  surfaces  or- 
dered to  be  seeded,  and  he  may  also  direct  the 
manner  of  seeding,  including  rolling  and  water- 
ing. 

EARTH   EXCAVATION  AND  EMBANKMENT. 

7.  Earth  excavation  is  to  be  made  for  the  foun- 
dations, center  walls,  etc.,  and  for  any  grading 
that  may  be  required  either  above  or  below  the 
dam,  or  for  any  other  work  in  connection  with 
the  dam,  structures  or  appurtenances  which  the 
engineer  may  order,  but  no  payment  will  be  made 
for  earth  or  other  excavation  unless  specifically 
staked  out  and  ordered  by  the  engineer.     The 
price  bid  for  excavation  will  cover  all  excavations 
by  the  contractor  for  his  own  convenience  or  for 
temporary  or  protecting  work,  none  of  which  will 
be  measured  or  estimated  by  the  engineer. 

8.  Earth  excavation  is  to  be  made  in  accord-   Excavation 
ance  with  the  lines  established  by  the  engineer, 

and  the  price  herein-  stipulated  for  earth  excava- 
tion— article  Q,  item  (c) — is  to  include  the  work 
of  clearing  and  grubbing  the  ground  of  all  trees, 
stumps,  bushes  and  roots,  and  burning  or  other- 
wise disposing  of  the  same ;  of  sheeting  and  brac- 
ing and  supporting  and  maintaining  all  trenches 
and  pits  during  and  after  excavation ;  of  all  pump- 
ing, ditching  and  draining;  of  clearing  the  exca- 
vation of  all  wood  or  other  objectionable  mate- 
rials, of  selecting  the  materials,  and  of  hauling 
and  of  disposing  of  the  excavated  materials  in 
making  embankments,  in  filling,  refilling  and 
wasting;  of  rolling  and  watering,  and  all  other 
labor  and  expenses  incidental  to  the  handling  of 
the  excavated  materials. 

g.  Whenever,  in  the  opinion  of  the  engineer, 
tne  material  excavated  from  the  pits  and  trenches 
can  not  properly  be  disposed  of  in  embankment 
or  for  other  work  at  one  hauling,  it  shall  be  de- 
posited in  spoil-banks,  and  paid  for  under  arti- 
24 


870 


COMPLETE  SPECIFICATIONS. 


Measurement. 


Embankment. 


Watering. 


Clearing  and 
Grubbing. 


cle  O,  item  (c),  and  if  subsequently  ordered  to 
be  used  in  the  work,  it  shall  be  paid  for  a  second 
time  under  article  Q,  item  (cc). 

10.  All  earth  work  paid  for  under  article  Q, 
items  (c)  and  (cc),  shall  be  measured  in  excava- 
tion. 

11.  The  embankments  for  the  dam  shall  start 
from  a-  well  prepared  base,  stepped  on  sloping 
ground,  and  shall  be  carried  up  in  horizontal  lay- 
ers not  exceeding  four  inches  in  thickness ;  every 
layer  to  be  carefully  rolled,   either  with  heavy 
grooved  rollers,  or  steam  rollers,  and  to  be  well 
watered.     The   earth   to  be   well   rammed   with 
heavy   rammers   at   such   points   as   can   not   be 
reached  by  the  rollers.     Special  care  shall  be  re- 
quired in  ramming-  the  earth  close  to  the  center 
wall,  which  shall  always  be  kept  at  least  two  feet 
higher  than  the   adjoining  embankment,  unless 
otherwise  permitted.     The  embankments  of  the 
dam  shall  be  kept  at  a  uniform  height  on  both 
sides  of  the  masonry  during  construction,  and  at 
no  time  will  the  down-stream  half  of  the  dam  be 
allowed  to  be  higher  than  the  up-stream  portion. 

At  all  times  the  earth  embankment  must  be 
kept  three  feet  above  the  "masonry  portion"  of 
the  dam 

12.  Ample  means  shall  be  provided  for  water- 
ing the  banks,  and  any  portion  of  the  embank- 
ment to  which  a  layer  is  being  applied  shall  be 
so  wet,  when  required,  that  water  will  stand  on 
the  surface. 

The  contractor  shall  furnish  at  his  own  cost  the 
necessary  steam  pumping  plant  and  force-main 
for  forcing  water  into  a  tank  situated  on  the  side 
hill,  at  least  fifty  feet  above  the  top  of  the  dam 
when  completed.  From  this  tank  a  three-inch  dis- 
tribution pipe,  fitted  with  gates  and  hose  connec- 
tions, will  lead  lengthwise  over  the  dam  to  supply 
water  wherever  it  may  be  needed.  If  the  engi- 
neer approves,  some  other  method  of  equal  effi- 
ciency for  the  furnishing  of  water  may  be  substi- 
tuted for  the  above  plant.  This  work  is  included 
in  the  price  to  be  paid  for  earth  excavation. 

13.  All  the  grounds  covered  by  the  dam  and  by 
the  borrow  pits  shall  be  cleared  of  all  soil,  stones, 
trees,  stumps  or  other  organic  or  perishable  mat- 
ter, which  shall  be  deposited  at  such  points  as 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM. 


371 


shall  be  designated.  If  the  borrow  pits  are,  in 
the  opinion  of  the  engineer,  sufficiently  near  the 
dam,  the  soil  or  other  useful  materials  may  be  re- 
moved to  the  spoil  banks  and  measured,  other- 
wise they  will  not  be  measured.  Stumps  and 
other  vegetable  substances  shall  be  burned. 

14.  The    surfaces    of    embankments    shall   be 
dressed  smoothly  to  line  and  grade  to  receive  the 
soil  or  broken  stones  supporting  the  paving  or 
riprap. 

15.  The  earth  used  for  the  embankments  shall   Quality  of  Earth, 
be  free  from  perishable  material  of  all  kinds,  and 

from  stones  larger  than  three  inches  in  diameter, 
and  it  shall  be  of  a  quality  approved  by  the  engi- 
neer. The  portion  of  the  embankment  next  to  the 
corewall  on  the  up-stream  side  of  the  dam  and 
the  refilling  of  all  trenches  will  be  composed  of 
hard-pan  or  other  fine,  compact  or  selected  mate- 
rial approved  by  the  engineer,  who  shall  decide 
upon  the  quality  and  character  of  the  earth  to  be 
used  at  various  places,  and  it  must  be  selected  and 
placed  in  accordance  with  his  orders. 

1 6.  All   excavation   and   disposal   in   embank-   Classification, 
ments  and  refilling  of  earth,  hard-pan  and  other 
materials  shall  be  classified  and  estimated  as  earth 
excavation,  and  paid  for  at  the  price  hereinafter 
stipulated,  article  Q,  item  (c). 

ROCK  EXCAVATION. 


17.  Rock  excavation  is  to  include  the  excava- 
tion of  all  solid  rock  which  can  not,  in  the  opinion 
of  the  engineer,  be  removed  by  picking,  and  of 
bowlders  of  one  cubic  yard  or  more  in  size ;  the 
price  hereinafter  specified — article  Q,  item  (d)  — 
to  be  paid  for  rock  excavation  shall  include  the 
work  of  hauling  and  disposing  of  the  same  in 
spoil  banks  or  other  places. 

1 8.  Rock  excavation  shall  be  measured  in  ex- 
cavation, and  estimated  for  payment  in  accord- 
ance with  the  lines  given  by  the  engineer.    No  ex- 
cavation outside  of  these  lines  will  be  estimated. 

19.  Rock  is  to  be  excavated  for  the  founda- 
tions of  the  dam,  core-walls  and  gate-house  and 
wherever  the  engineer  may  order. 

20.  In  the  wall  and  pipe  trenches  and  in  the 
foundation  for  the  gate-house  or  other  structures, 


How  Measured. 


Steps. 


372  COMPLETE  SPECIFICATIONS. 

the  rock  is  to  be  shaped  roughly  in  steps  or  other 
form  that  may  be  ordered  by  the  engineer. 

The  price  bid,  for  rock  excavation  is  to  include 
the  cost  of  supporting  and  maintaining  the  exca- 
vations, of  pumping  and  draining,  of  disposing 
of  the  excavated  materials  as  ordered  by  the  engi- 
neer, and  all  other  incidental  expenses. 

Explosives.  21.  All   rock   excavation   in  the  wall  trenches 

and  at  any  other  place  designated  by  the  engineer 
is  to  be  made  with  explosives  of  a  moderate 
power,  under  his  directions,  and  not  with  high 
explosives.  Black  powder  may  be  ordered  by  him 
to  be  used  in  special  cases. 

22.  All    rock    surface    intended    for    masonry 
foundation  must  be  freed  from  all  loose  pieces, 
and  be  firm  and  solid,  and  prepared  as  directed 
by  the  engineer. 

FOUNDATION  WORK. 

23.  The  foundation  work  for  the  centre  walls 
of  the  dam  and  for  other  structures  is  to  be  ex- 
tended to  such  depth  and  in  such  a  manner  as 
shall  be  ordered  by  the  engineer.    In  bad  bottom, 
sheet  piling,  tongued  and  grooved,  may  be  or- 
dered to  be  driven  or  placed  on  one  or  more  sides 
of  the  work.  If  the  material  of  excavation  is  such, 
in   the   opinion   of   the   engineer,   as   to   require 
especial  precaution,  the  trenches  for  the  centre 
wall  and  for  other  structures  may  be  ordered  ex- 
tended to  a  great  depth,  beyond  the  indications 
of  the  plans.    The  position  of  the  bed  rock  being 
uncertain,  it  is  impossible  to  indicate  the  bottom 
of  the  core-wall  with  accuracy,  and  it  is  distinctly 
understood  that  the  lines  for  the  foundation  shown 
on  the  plans  are  not  guaranteed  by  the  city  to  be 
correct. 

PROTECTIVE   WORK. 

24.  The  contractor  will  be  required  at  his  own 
expense  to  take  care  of  all  water  which  may  come 
down  the  stream  during  the  progress  of  the  work, 
and  to  make  good  any  damage  done  to  the  dam 
from  freshets  or  other  action  of  the  water  or  the 
elements. 


25.  Timber  may  be  ordered  used  for  platforms, 
for  permanent  sheet-piling,  and  for  other  perma- 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.  373 

nent  uses.  It  shall  be  of  the  sizes  and  placed  in 
the  manner  ordered  by  the  engineer. 

26.  All  timber  and  lumber  so  used  shall  be 
spruce,  sound,  straight  grained,  and  free  from  all 
shakes,  loose  knots  and  other  defects  that  may 
impair  its  strength  and  durability.    The  price  bid 
for  timber  shall  cover  all  incidental  expenses  in- 
curred for  labor  or  for  tools  or  materials  used  in 
placing,  securing  and  fastening  it. 

27.  No  payment  shall  be  made  to  the  contractor 
for  lumber  used  for  bracing,  sheeting,  scaffold- 
ing and  other  temporary  purposes. 

28.  All  sheeting  and  other  timber  work  in  the 
trenches  and  pits  shall  be  removed  unless  it  is 
ordered  left  in,  in  which  case  such  timber  shall 
be  paid  for  as  herein  stipulated — article  Q,  item 
(e) — for  permanent  timber  work. 

20.  The  timber  to  be  used  for  sheet-piling  in   Tongued  and 

^1       c          j    .•  j      .LI  1  i  j        j        Srovod  Timber. 

the  foundations  and  other  places  may  be  ordered 
tongued  and  grooved.  Such  timber  shall  be  fur- 
nished and  placed  as  ordered,  and  the  price  here- 
inafter stipulated— article  Q,  item  (ee) — for 
tongued  and  grooved  timber  is  to  cover  the  cost 
of  placing,  driving,  securing  and  fastening  the 
same. 

MASONRY. 

30.  All  masonry,  except  where  otherwise  speci- 
fied, shall  be  laid  in  hydraulic  cement  mortar,  and 
shall  be  built  of  the  forms  and  dimensions  shown 
on  the  plans,  as  directed  by  the  engineer  from 
time  to  time,  and  the  system  of  bonding  ordered 
by  the  engineer  shall  be  strictly  followed. 

31.  All  beds  and  joints  must  be  entirely  filled 
with  mortar,  and  the  work  in  all  cases  shall  be 
well  and  thoroughly  bonded. 

32.  Care  must  be  taken  that  no  water  shall  in-   water, 
terfere  with  the  proper  laying  of  masonry  in  any 

of  its  parts. 

33.  All  means  used  to  prevent  water  from  in-   piP«»- 
terfering  with  the  work,  even  to  the  extent  of 
furnishing  and  placing  pipes  for  conducting  the 
water  away  from  points  where  it  might  cause  in- 
jury to  the  work,  must  be  provided  by  the  con- 
tractor at  his  own  expense. 

34.  Under  no  circumstances  will  masonry  be 
allowed  to  be  laid  in  water. 


Freezing 
Weather. 


374  COMPLETE  SPECIFICATIONS. 

iron-work.  35.  All  iron-work,  except  the  sluice-gates,  is 

to  be  built  in  the  masonry  without  other  compen- 
sation than  the  price  herein  stipulated  to  be  paid 
per  cubic  yard  of  masonry.  The  pipes,  special 
castings  and  other  iron  work  will  be  furnished 
and  delivered  by  the  city  on  the  site  of  the  dam, 
and  must  then  be  carefully  protected,  handled  and 
laid  by  the  contractor  in  a  thorough  manner  as 
directed  by  the  engineer. 

36.  No  masonry  is  to  be  built  between  the  ijth 
of  November  and  the  I5th  of  April,  or  in  freezing 
weather,  except  by  permission  of  the  engineer. 

All  masonry  to  be  amply  protected  from  the 
action  of  frost  during  the  winter.  The  contractor 
will  be  required  to  make  good  any  damage  result- 
ing from  frost  on  any  portion  of  the  work. 

Sprinkling.  37.  All  fresh  masonry,  if  allowed  to  be  built 

in  freezing  weather,  must  be  covered  and  pro- 
tected in  a  manner  satisfactory  to  the  engineer, 
and  during  hot  weather  all  newly-built  masonry 
shall  be  kept  wet  by  sprinkling  water  on  it  with 
a  sprinkling  pot  until  it  shall  have  become  hard 
enough  to  prevent  its  drying  and  cracking,  and 
if  necessary  canvass  coverings  must  be  provided. 

Cemeat  38.  American  cement  and  Portland  cement  are 

to  be  used.  The  American  cement  must  be  in 
good  condition  and  must  be  equal  in  quality  to 
the  best  Rosendale  cement.  It  must  be  made  by 
manufacturers  of  established  reputation,  must  be 
fresh  and  very  fine  ground,  and  in  well-made 
casks.  The  Portland  cement  must  be  of  a  brand 
equal  in  quality  to  the  best  English  Portland  ce- 
ment. To  insure  its  good  quality,  all  the  cement 
furnished  by  the  contractor  will  be  subject  to  in- 
spection and  rigorous  tests ;  and  if  found  to  be  of 
improper  quality,  will  be  branded  and  must  be 
immediately  removed  from  the  work;  the  char- 
acter of  the  tests  to  be  determined  by  the  engi- 
neer. The  contractor  shall,  at  all  times,  keep  in 
store  at  some  convenient  point  in  the  vicinity  of 
the  work,  a  sufficient  quantity  of  cement  to  allow 
ample  time  for  the  tests  to  be  made  without  delay 
to  the  work  of  construction.  The  engineer  shall 
be  notified  at  once  of  each  delivery  of  cement.  It 
shall  be  stored  in  a  tight  building,  each  cask  must 
be  raised  several  inches  above  the  ground,  by 
blocking  or  otherwise. 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM. 

39.  Cement  is  generally  to  be  used  in  the  form 
of  mortar  with  an  admixture  of  sand,  and  when 
so  used,  its  use  is  included  in  the  price  herein 
stipulated  for  the  various  kinds  of  masonry.    For 
the  foundation  work,  however,  Portland  cement 
may  be  ordered  by  the  engineer  in  exceptionally 
wet  and  difficult  places,  to  be  used  with  or  with- 
out any  admixture  of  sand  for  grouting  seams 
or  for  such  other  purposes  as  he  may  direct.    The 
cost  of  placing  said  cement  will  be  paid  by  the 
city,  the  price  to  be  paid  to  be  estimated  by  the 
engineer  unless  otherwise  stipulated.     Such  ce- 
ment is  to  be  paid  for  per  barrel  of  four  hundred 
pounds,  furnished  and  delivered  by  the  contractor 
at  the  place  where  it  must  be  used.    See  article  Q, 
item  (/). 

40.  All  mortar  shall  be  prepared  from  cement   Mortar, 
of  the  quality  before  described,  and  clean,  sharp 
sand.      These    ingredients    shall    be    thoroughly 
mixed  dry,  as  follows :  The  proportion  of  cement 
ordered,  by  measure,  with  the  ordered  propor- 
tion of  sand,  also  by  measure;  and  a  moderate 

dose  of  water  is  to  be  afterwards  added  to  pro- 
duce a  paste  of  proper  consistency ;  the  whole  to 
be  thoroughly  worked  with  hoes  or  other  tools. 
In  measuring  cement  it  shall  be  packed  as  re- 
ceived in  casks  from  the  manufacturer.  The 
mortar  shall  be  freshly  mixed  for  the  work  in 
hand,  in  proper  boxes  made  for  the  purpose;  no 
mortar  to  be  used  that  has  become  hard  or  set. 
If  the  mortar  ingredients  are  mixed  at  some  dis- 
tance from  the  work,  water  shall  not  be  added 
until  the  mortar  has  been  brought  to  the  dam  and 
is  ready  for  use. 

41.  The  price  herein  stipulated  for  the  various 
kinds  of  masonry  is  contingent  on  the  use  of  a 
mortar  made  of  a  mixture  of  one  part  in  a  volume 
of  American  cement  to  two  parts  of  sand.    Addi- 
tional prices  are  herein  stipulated  for  the  use  of 
mortars  formed  with  a  different  mixture  of  ce- 
ment   and    sand.      Article    Q,    items    (s),    (t), 
(«),  (v). 

42.  The  concrete   shall   be   formed   of  sound   concrete, 
broken  stones  or  screened  gravel  stones  not  ex- 
ceeding two   inches   at  their  greatest  diameter. 

All  stones  in  any  way  larger  are  to  be  thrown  out. 
Th<;  materials  to  be  cleaned  from  dirt  and  dust 


375 


376  COMPLETE  SPECIFICATIONS. 

before  being  used;  to  be  mixed  in  proper  boxes, 
with  mortar  of  the  quality  before  described,  in 
the  proportion  of  five  parts  of  broken  stone  to 
one  part  of  cement ;  to  be  laid  immediately  after 
mixing,  and  to  be  thoroughly  compacted  through- 
out the  mass  by  ramming  till  the  water  flushes  to 
the  surface;  the  amount  of  water  used  for  mak- 
ing the  concrete  to  be  approved  or  directed  by  the 
engineer.  The  concrete  shall  be  allowed  to  set 
for  twelve  hours,  or  more,  if  so  directed,  before 
any  work  shall  be  laid  upon  it;  and  no  walking 
over  or  working  upon  it  shall  be  allowed  while 
it  is  setting.  Article  Q,  item  (g). 

43.  Whenever  ordered  by  the  engineer  the  con- 
crete shall  be  formed  of  broken  stones  not  exceed- 
ing one  inch  at  their  greatest  diameter,  used  in 
the  proportion  of  three  parts  of  broken  stone  to 
one  part  of  cement.  Article  Q,  item  (gg). 
Plastering.  44.  The  up-stream  faces  of  all  core-walls,  and 

such  other  surfaces  as  the  engineer  may  direct, 
will  be  thoroughly  plastered  with  a  half  inch  coat 
of  Portland  cement  plastering  put  on  in  two  por- 
tions as  follows ;  Next  the  concrete  a  thick  coat- 
ing of  Portland  cement  mortar  will  be  put  on, 
mixed  in  the  proportion  of  one  part  of  cement  to 
one  of  sand,  rubbed  to  a  uniform  surface  and  left 
rough ;  over  this  will  be  smoothly  spread  with 
trowels  a  coat  of  neat  Portland  cement  which 
shall  be  thoroughly  worked  to  make  a  perfectly 
water-tight  surface.  All  plastering  will  be  meas- 
ured and  paid  for  by  the  square  yard  of  super- 
ficial surface  as  per  article  Q,  item  (h). . 

45.  The  bricks  shall  be  of  the  best  quality  of 
hardburned  bricks ;  burned  hard  entirely  through, 
regular  and  uniform  in  shape  and  size,  and  of 
compact  texture.  To  insure  their  good  quality, 
the  bricks  furnished  by  the  contractor  will  be 
subject  to  inspection  and  rigorous  tests,  and  if 
found  of  improper  quality  will  be  condemned,  the 
character  of  the  tests  to  be  determined  by  the  en- 
gineer. They  are  to  be  culled  before  laying  at  the 
expense  of  the  contractor,  and  all  bricks  of  an  im- 
proper quality  shall  be  laid  aside  and  removed; 
the  engineer  to  be  furnished  with  men  for  this 
purpose  by  and  at  the  expense  of  the  contractor. 
:Maaonry.  46.  All  brick  masonry  shall  be  laid  with  bricks 
of  the  quality  before  described  and  in  Portland 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.  377 

cement  mortar  mixed  one  part  of  cement  to  two 
of  sand.  No  "bats"  shall  be  used  except  in  the 
backing,  where  a  moderate  proportion  (to  be  de- 
termined by  the  engineer)  may  be  used,  but  noth- 
ing smaller  than  "half  bricks."  The  bricks  to  be 
thoroughly  wet  just  before  laying.  '  Every  brick 
to  be  completely  imbedded  in  mortar  under  its 
bottom,  and  on  its  sides.  Care  should  be  taken 
to  have  every  joint  full  of  mortar  and  all  joints 
shall  be  pointed. 

47.  All  centering  shall  be  made,  put  up  and   centering, 
removed  in  a  manner  satisfactory  to  the  engineer. 

48.  All  stone  masonry  is  to  be  built  of  sound,   stone  Masonry 
clean  quarry  granite  stone  of  quality  and  size  sat- 
isfactory to  the  engineer ;  all  joints  to  be  full  of 

mortar,  unless  otherwise  specified. 

49.  Paving  is  to  be  laid  without  mortar,  and  is   paving, 
to  be  used  for  portions  or  the  whole  of  the  slopes 

of  the  dam  embankments,  and  at  any  other  place 
that  may  be  designated. 

50.  This  work  is  to  be  measured  in  accordance 
with  the  lines  shown  on  the  drawings  or  ordered 
during  the  progress  of  the  work.     The  stones 
used  must  be  roughly  rectangular;  all  irregular 
projections  and  feather  edges  must  be  hammered 
off.     No  stone  will  be  accepted  which  has  less 
than  the  depth  represented  on  the  plans  or  or- 
dered.   Each  stone  used  must  be  set  solid  on  the 
foundation  of  broken  stone  or  earth  and  ho  in- 
terstices must  be  left. 

51.  After  the  slopes  which  are  to  receive  the   Broken  stone* 
paving  have  been  dressed,  a  layer  of  broken  stone, 

nine  inches  thick  or  less,  is  to  be  spread  as  a  foun- 
dation for  the  paving  wherever  ordered.  The 
broken  stone  must  be  sound  and  hard,  not  exceed- 
ing two  inches  at  the  greatest  diameter.  Broken 
stones  may  be  used  also  wherever  the  engineer 
may  direct,  and  paid  for  under  this  head.  Arti- 
cle Q,  item  (/).  The  cost  of  the  broken  stone 
used  for  making  concrete  is  included  in  the  price 
hereinbefore  stipulated  for  concrete  laid. 

52.  Riprap  instead  of  paving  may  be  used  for   Riprap, 
covering  a  large  portion  of  the  dam  slopes,  and 
wherever  the  engineer  may  order.     It  shall  be 
made  of  stone  of  such  size  and  quality  and  in 

such  manner  as  he  shall  direct,  and  must  be 
roughly  laid  by  hand.  It  will  generally  be  put 


378 


COMPLETE  SPECIFICATIONS. 


on  in  thick  layers,  and  if  found  cheaper  will  prob- 
ably be  substituted  for  paving  on  the  lower  slopes 
of  the  dam  below  the  berm. 

Rubble.  53.  Rubble-stone  masonry  is  to  be  used  for  the 

central  part  of  the  dam,  for  the  wing-walls  of  the 
earth  embankments,  for  the  gate-house  and  wher- 
ever ordered  by  the  engineer. 

It  shall  be  made  with  sound  clean  stones  of 
compact  texture,  free  from  loose  seams  and  other 
defects.  They  must  have  roughly  rectangular 
forms,  and  all  irregular  projections  and  feather 
edges  must  be  hammered  off  before  the  stones 
are  set.  The  beds  must  be  good  for  materials  of 
this  class  and  must  present  such  even  surfaces 
that  when  lowering  a  stone  on  the  surface  pre- 
pared to  receive  it,  there  may  be  no  doubt  that 
the  mortar  will  fill  all  spaces. 

After  the  bed-joints  are  thus  secured,  a  moder- 
ate quantity  of  spalls  can  be  used  in  the  prepara- 
tion of  suitable  surfaces  for  receiving  other 
stones.  No  spalling  up  under  a  stone  after  it  is 
laid  will  be  allowed,  neither  will  any  grouting  or 
filling  of  joints  be  allowed  after  the  stone  is  set. 
.  Especial  care  is  to  be  taken  to  have  every  stone 
entirely  surrounded  by  mortar. 

The  quality  of  the  beds  is  to  regulate,  to  a 
large  extent,  the  size  of  the  stones  used,  as  the 
difficulty  of  forming  a  good  bed-joint  increases 
with  the  size  of  the  stones.  Various  sizes  must 
be  used. 

Generally  the  largest  stones  are  not  to  measure 
more  than  twenty  cubic  feet,  and  they  are  to  be 
used  in  the  proportion  of  about  twenty-five  per 
cent,  of  the"  whole,  but  they  must  be  omitted  par- 
tially or  entirely  if  their  beds  are  not  satisfactory. 
It  is  expected  that  one  quarter  of  the  stones  used 
will  be  of  such  size  that  two  men  can  handle 
them.  The  balance  to  be  composed  of  inter- 
mediate sizes.  Regular  coursing  to  be  avoided. 
Broken  Ashlar.  54.  The  exposed  faces  of  the  wing  walls,  re- 
taining walls,  and  of  any  other  rubble  work  that 
the  engineer  may  designate,  are  to  be  made  of 
broken  ashlar  with  joints  not  exceeding  one-half 
inch  in  thickness ;  the  stones  not  to  be  less  than 
12  inches  deep  from  the  face,  and  to  present  fre- 
quent headers.  The  joints  shall  be  pointed  with 
neat  Portland  cement.  This  face  work  is  to  be 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM. 


379 


paid  for  by  the  square  foot  of  the  superficial  area 
for  which  it  is  ordered  in  addition  to  the  price 
paid  per  cubic  yard  of  rubble-stone  masonry,  but 
the  right  is  reserved  to  change  this  masonry  to 
range  work,  should  it  be  for  the,  interest  of  the 
city  so  to  do.  Article  Q,  item  (n). 

55.  The  outer  faces  of  the  masonry  dam,  and   Rangework. 
if  found  best  the  gate-chamber  and  any  other  ma- 
sonry that  may  be  designated,  are  to  be  made  of 

range  stones,  as  shown  on  the  plans,  the  stones 
to  be  of  unobjectionable  quality,  sound  and  dur- 
able, free  from  all  seams  and  other  defects,  and 
of  such  kind  as  shall  be  approved  by  the  engi- 
neer. They  shall  be  pointed  with  neat  Portland 
cement. 

All  beds,  builds  and  joints  are  to  be  cut  true  to 
a  depth  of  not  more  than  4  inches,  and  not  less 
than  3  inches  from  the  faces  and  to  surfaces  al- 
lowing of  one-half  inch  joints  at  most ;  the  joints 
for  the  remaining  part  of  the  stones  not  fo  exceed 
2  inches  in  thickness  at  any  point. 

56.  All  cut  arrises  to  be  true,  well  defined  and    Arrises. 
sharp. 

57.  Where  this   class  of  masonry  joins  with 
dimension  stone  masonry  the  courses  must  cor- 
respond, and  the  joining  with  arches  and  other 
dimension  stone  masonry  must  be  accurate  and 
workmanlike. 

Each  course  to  be  composed  of  two  stretchers   Bond, 
and  one  header  alternately,  the  stretchers  not  less 
than  3  feet  long  nor  more  than  7  feet  long. 

58.  The  rise  of  the  courses  may  vary  from  bot- 
tom to  top  from  30  inches  to  15  inches  in  approxi- 
mate vertical  progression,  and  the  width  of  bed 
of  the  stretchers  is  not  to  be  at  any  point  less  than 
the  height  nor  less  than  24  inches.    The  headers 
are  not  to  be  less  than  4  feet  in  length. 

This  class  of  masonry,  including  the  headers,   Measurement, 
is  to  be  estimated  at  30  inches  thick  throughout. 
In  no  case  are  the  tails  of  the  headers  to  be  esti- 
mated. 

59.  The   coping    of   the   wing   waHs   will   be   coping, 
classed  as  coping  stone  masonry.     The  surfaces 

will  be  rough  pointed  to  the  circular  forms  given. 
The  capping  stones  to  the  posts  will  be  estimated 
as  dimension  stone  with  hammered  surfaces. 


Course* 


380  COMPLETE  SPECIFICATIONS. 

Price*.  60.  The  prices  herein  stipulated  for  range  and 

broken  ashlar  stone  masonry  are  to  cover  the  cost 
of  pointing,  of  cutting  chisel  drafts  at  all  corners 
and  angles  in  the  work,  and  of  preparing  the  rock 
faces ;  but  if  any  six-cut  work  is  ordered  in  con- 
nection with  this  class  of  masonry  it  shall  be  paid 
for  at  the  prices  hereinafter  stipulated  for  such 
work.  Article  Q,  item  (r). 

61.  The  face  bond  must  not  show  less  than 
12  inches  lap  unless  otherwise  permitted. 

Pointing.  62.  The  pointing  of  the  faces  of  all  masonry 

in  the  dam,  gate-house  and  wings  to  be  thor- 
oughly done  with  neat  Portland  cement  after  the 
structures  are  completed,  every  joint  to  be  raked 
out  therefor  to  a  depth  of  at  least  2  inches,  and 
if  the  engineer  is  satisfied  that  the  pointing  at 
any  place  is  not  properly  done  it  must  be  taken 
out  and  done  over  again.  The  cement  is  to  be 
mixed  in  small  quantities  and  applied  before  its 
first  setting. 

Dimens'on  stone  £3.  Dimension  stone  masonry  must  be  made  of 
first-class  granite  of  moderately  uniform  color, 
free  from  all  seams,  discoloration  and  other  de- 
fects, and  satisfactory  to  the  engineer.  The 
stones  shall  be  cut  to  exact  dimensions,  and  all 
angles  and  arrises  shall  be  true,  well  defined  and 
sharp.  All  beds,  builds  and  joints  are  to  be 
dressed  for  the  full  depth  of  the  stone,  to  sur- 
faces allowing  of  one-quarter  (*4)  inch  joint  at 
most.  No  plug-hole  of  more  than  6  inches  across 
or  nearer  than  3  inches  to  an  arris  is  to  be  al- 
lowed, and  in  no  case  must  the  aggregate  area  of 
the  plug-hole  in  any  joint  exceed  one-quarter  of 
its  whole  area. 

The  stone  shall  be  laid  with  one-quarter  (J4) 
inch  joints,  and  all  face  joints  shall  be  pointed 
with  mortar  made  of  neat  Portland  cement,  ap- 
plied before  its  first  setting.  All  joints  to  be 
raked  out  to  a  depth  of  two  inches  before  point- 
ing; the  cost  of  pointing  to  be  included  in  the 
price  stipulated  for  cut  stone  masonry. 

Rock-face.  64.  In  rock  face  work  the  arrises  of  the  stones 

enclosing  the  rock  face  must  be  pitched  to  true 
lines ;  the  face  projections  to  be  bold,  and  from 
3  to  5  inches  beyond  the  arrises.  The  angles  of 
all  walls  or  structures  having  rock  faces  are  to 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM. 


381 


Hammered 
Work. 


be  defined  by  a  chisel  draft  not  less  than   il/2 
inches  wide  on  each  face. 

65.  In  fine  hammered   work  the  face  of  the 
stones  must  be  brought  to  a  true  plane  and  fine 
dressed,  with  a  hammer  having  six  blades  to  the 
inch. 

For  fine  hammer-dressing  (six-cut  work)  the 
price  stipulated  in  article  Q,  item  (r),  per  super- 
ficial square  foot  of  dressing  will  be  paid  in  addi- 
tion to  the  price  per  cubic  yard  of  masonry. 

66.  No    payment   will    be    made    for    cutting   Groove* 
grooves  and  recesses  other  than  the  price  paid  for 

the  dressing  of  their  surfaces,  which  are  to  be 
fine  hammered. 

67.  The  contractor  will  build  a  walk  upon  the 
top  of  the  earthen  embankments.    It  will  be  8  feet 
wide  and   I   foot  in  depth,  composed  of  broken 
stone  9  inches  in  depth  and  a  thin  layer  of  se- 
lected   screenings   and   binding   gravel    (as   or- 
dered).     The    surface    will    be    moistened    and 
rolled  with  a  hand  roller  as  directed.    The  broken 
stone  screenings  and  gravel  used  in  this  walk 
will  not  be  included  in  any  other  measurement. 
Payment  will  be  made  for  the  finished  walk  ac- 
cording to  the  number  of  linear  or  running  feet 
it  may  contain. 


Walk. 


GENERAL  CLAUSES. 

68.  If  any  person  employed  by  the  contractor 
on  the  work  should  appear  to  the  engineer  to  be 
incompetent,  or  to  act  in  a  disorderly  or  improper 
manner,  he  shall  be  discharged  immediately  on 
the  requisition  of  the  engineer,  and  such  person 
shall  not  be  again  employed  on  the  work. 

69.  Any  materials  condemned  or  rejected  by 
the    engineer    or    his    representatives    may    be 
branded,  or  otherwise  marked,  and  shall,  on  de- 
mand, be  at  once  removed  to  a  satisfactory  dis- 
tance from  the  work. 

70.  Any  unfaithful  or  imperfect  work  which 
may  be  discovered  before  the  final  acceptance  of 
the  work  shall  be  corrected  immediately,  and  any 
unsatisfactory   materials   delivered   shall   be    re- 
jected on  the  requirement  of  the  engineer,  not- 
withstanding that  they  may  have  been  overlooked 
by  the  proper  inspector.     The  inspection  of  the 
work  shall  not  relieve  the  contractor  of  any  of 


Incompetent 
Workmeu 


Materials 
Branded. 


Imperfect 
Work. 


COMPLETE  SPECIFICATIONS. 


Laws. 


his  obligations  to  perform  sound  work,  as  herein 
prescribed ;  and  all  work,  of  whatever  kind, 
which,  during  its  progress  and  before  it  is  finally 
accepted,  may  become  damaged  from  any  cause 
shall  be  removed,  and  replaced  by  good  and  sat- 
isfactory work. 

Orders  obeyed.  71.  Whenever  the  contractor  is  not  present  on 
any  part  of  the  work  where  it  may  be  desired  to 
give  directions,  orders  will  be  given  by  the  engi- 
neer to,  and  shall  be  received  and  obeyed  by,  the 
superintendent  or  foreman  who  may  have  charge 
of  the  particular  work  in  relation  to  which  the 
orders  are  given. 

72.  In   all   the  operations   connected  with  the 
work  herein  specified,  all  laws  or  regulations  con- 
trolling or  limiting  in   any  way  the  actions  of 
those   engaged   on   the   works,   or   affecting  the 
methods  of  doing  the  work  or  materials  applied 
to   it,   must  be   respected   and   strictly   complied 
with  ;  and  during  the  progress  of  the  work  the 
contractor  shall  provide  such  precautions  as  may 
be  necessary  to  protect  life  and  property. 

73.  After  the  completion  of  the  work  the  con- 
tractor is  to  remove  all  temporary  structures  built 
by  him,  and  all   surplus  materials  of  all  kinds 
from  the  site  of  the  work,  and  to  leave  them  in 
neat  condition. 

H.  The  contractor  agrees  that  he  will  give  his 
personal  attention  to  the  fulfillment  of  this  con- 
tract ;  and  that  he  will  not  sublet  the  aforesaid 
work,  but  will  keep  the  same  under  his  control, 
and  that  he  will  not  assign,  by  power  of  attor- 
ney or  otherwise,  any  portion  of  the  said  work, 
unless  by  and  with  the  previous  consent  of  the 
water  board,  to  be  signified  by  endorsement  on 
this  agreement. 

wavs  and  Means.  I.  The  contractor  shall  furnish  the  necessary 
scaffolding,  ways  and  all  necessary  means  and 
conveniences  for  the  transfer  of  the  material  to 
its  proper  place  and  for  its  erection.  And  it  is 
also  to  be  understood  that  the  city  shall  not  be 
held  responsible  for  the  care  or  protection  of  any 
materials  or  parts  of  the  work  until  its  final  ac- 
ceptance. 

J.  It  is  further  agreed  that  the  engineer,  or 
his  authorized  agent  and  assistants,  shall  at  all 
times  have  access  to  the  work  during  its  pro- 


clearing  up. 


Subletting. 


Access. 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.  383 

gress;  and  he  shall  be  furnished  with  every  rea- 
sonable facility  for  ascertaining  that  the  work 
being  done  is  in  accordance  with  the  require- 
ments and  intention  of  this  contract. 

K.  Should  it  be  found  desirable  by  the  water  Alteration 
board  to  make  alterations  in  the  form  or  char- 
acter of  any  of  the  work,  the  said  water  board 
may  order  such  alterations  to  be  made,  denning 
them  in  writing  and  drawings,  and  they  shall  be 
made  accordingly ;  provided,  that  in  case  such 
changes  increase  the  cost  of  the  work,  the  con- 
tractor shall  be  fairly  remunerated ;  and  in  case 
they  shall  diminish  the  cost  of  the  work,  proper 
deduction  from  the  contract  price  shall  be  made ; 
the  amount  to  be  paid  or  deducted  to  be  decided 
by  the  city  engineer. 

L.  The  contractor  hereby  agrees  that  he  will  Extra  Work, 
do  such  extra  work  as  may  be  required  by  the 
water  board  for  the  proper  construction  or  com- 
pletion of  the  whole  work  herein  contemplated; 
that  he  will  make  no  claims  for  extra  work  un- 
less it  shall  have  been  done  in  obedience  to  a 
written  order  from  the  said  water  board  or  their 
duly  authorized  agent ;  that  all  claims  for  extra 
work  done  in  any  month  shall  be  filed  in  writing 
with  the  engineer  before  the  fifteenth  of  the  fol- 
lowing month  ;  and  that,  failing  to  file  such  claims 
within  the  time  required,  all  rights  for  pay  for 
such  extra  work  shall  be  forfeited.  The  price  to 
be  paid  for  all  extra  work  done  shall  be  its  actual 
reasonable  cost  to  the  contractor,  as  determined 
by  the  city  engineer,  plus  fifteen  per  cent. 

M.  The  contractor  is  to  use  such  appliances  Appliance* 
for  the  performance  of  all  the  operations  con- 
nected with  the  work  embraced  under  this  con- 
tract as  will  secure  a  satisfactory  quality  of  work 
and  a  rate  of  progress  which,  in  the  opinion  of 
the  engineer,  will  secure  the  completion  of  the 
work  within  the  time  herein  specified.  If,  at  any 
time  before  the  commencement  or  during  the 
progress  of  the  work,  such  appliances  appear  to 
the  engineer  to  be  inefficient  or  inappropriate  for 
securing  the  quality  of  the  work  required  or  the 
said  rate  of  progress,  he  may  order  the  contractor 
to  increase  their  efficiency  or  to  improve  their 
character,  and  the  contractor  must  conform  to 
such  order ;  but  the  failure  of  the  engineer  to  de- 


384  COMPLETE  SPECIFICATIONS. 

mand  such  increase  of  efficiency  or  improvement 
shall  not  relieve  the  contractor  from  his  obliga- 
tion to  secure  the  quality  of  work  and  the  rate  of 
progress  established  in  these  specifications. 

N.  The  said  contractor  further  agrees  that  if 
the  work  to  be  done  under  this  contract  shall  be 
abandoned,  or  if  at  any  time  the  engineer  shall 
be  of  the  opinion,  and  shall  so  certify  in  writing 
to  the  water  board,  that  the  said  work  is  unneces- 
sarily or  unreasonably  delayed,  or  that  the  said 
contractor  is  willfully  violating  any  of  the  con- 
ditions or  agreements  of  this  contract,  or  is  not 
executing  said  contract  in  good  faith,  or  fails  to 
show  such  progress  in  the  execution  of  the  work 
as  will  give  reasonable  grounds  for  anticipating 
its  completion  within  the  required  time,  the  said 
water  board  shall  have  power  to  notify  the  said 
contractor  to  discontinue  all  work,  or  any  part 
thereof,  under  this  contract;  and  thereupon  the 
said  contractor  shall  cease  to  continue  said  work, 
or  such  part  thereof,  as  the  said  water  board 
may  designate ;  and  the  said  water  board  shall 
thereupon  have  the  right,  at  their  discretion,  to 
contract  with  other  parties  for  the  delivery  or 
completion  of  all  or  any  part  of  the  work  left  un- 
completed by  said  contractor,  or  for  the  correc- 
tion of  the  whole  or  any  part  of  said  work.  And 
in  case  the  expense  so  incurred  by  said  water 
board  is  less  than  the  sum  which  would  have  been 
payable  under  this  contract  if  the  same  had  been 
completed  by  the  said  contractor,  then  the  said 
contractor  shall  be  entitled  to  receive  the  differ- 
ence ;  and  in  case  such  expense  shall  exceed  the 
last  said  sum,  then  the  contractor  shall,  on  de- 
mand, pay  the  amount  of  such  excess  to  the  said 
city,  on  notice  from  the  said  water  board  of  the 
excess  so  due ;  but  such  excess  to  be  paid  by  the 
contractor  shall  not  exceed  the  amount  of  the  se- 
curit}  for  the  performance  of  this  contract. 

O.  The  said  contractor  further  agrees  that  the 
said  water  board  may,  if  they  deem  it  expedient 
to  do  so,  retain  out  of  and  amounts  due  to  the 
said  contractor  sums  sufficient  to  cover  any  un- 
paid claims  of  mechanics  or  laborers  for  work  or 
labor  performed  under  this  contract;  provided, 
that  notice  in  writing  of  such  claims,  signed  by 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.  385 

the  claimants,  shall  have  been  previously  filed  in 
the  office  of  the  city  clerk. 

P.  The  said  contractor  further  agrees  that  he 
will  indemnify  and  save  harmless  said  city  from 
all  claims  against  said  city,  under  chapter  one 
hundred  and  ninety-one  of  the  public  statutes  of 
Massachusetts,  and  any  laws  passed  since  the 
public  statutes,  with  reference  to  liens  on  build- 
ings and  lands,  for  labor  done  and  materials  fur- 
nished under  this  contract,  and  shall  furnish  the 
said  water  board  with  satisfactory  evidence,  when 
called  for  by  them,  that  all  persons  who  have 
done  work  or  furnished  materials  under  this  con- 
tract, for  which  the  said  city  may  become  liable, 
and  all  claims  from  the  various  departments  of 
the  city  government,  or  private  corporations,  or 
individuals,  for  damage  of  any  kind  caused  by 
the  construction  of  said  work,  have  been  fully 
paid  or  satisfactorily  secured ;  and  in  case  such 
evidence  is  not  furnished,  an  amount  necessary 
and  sufficient  to  meet  the  claims  of  the  persons 
aforesaid  shall  be  retained  from  any  moneys  due, 
or  that  may  become  due,  the  said  contractor  under 
this  contract,  until  the  liabilities  aforesaid  shall 
be  fully  discharged  or  satisfactorily  secured. 

The  said  contractor  further  agrees  that  he  will 
indemnify  and  save  harmless  the  said  city  from 
all  suits  or  actions,  of  every  name  and  description^ 
brought  against  the  said  city  for  or  on  account  of 
any  injuries  or  damages  received  or  sustained  by 
any  person  or  persons,  by  or  from  the  said  con- 
tractor, his  servants  or  agents,  in  the  construc- 
tion of  said  work,  or  by  or  in  consequence  of  any 
negligence  in  guarding  the  same,  or  any  improper 
materials  used  in  its  construction,  or  by  or  on 
account  of  any  act  or  omission  of  the  said  con- 
tractor or  his  agents ;  and  the  said  contractor  fur- 
ther agrees  that  so  much  of  the  money  due  him 
under  and  by  virtue  of  this  agreement  as  shall 
be  considered  necessary  by  the  said  engineer  may 
be  retained  by  the  said  city  until  all  such  suits  or 
claims  for  damages  as  aforesaid  shall  have  been 
settled,  and  evidence  to  that  effect  furnished  to 
the  satisfaction  of  the  said  engineer. 

Q.  And  the  said  contractor  further  agrees  to 
receive  the  following  prices  as  full  compensation 
23 


COMPLETE  SPECIFICATIONS. 

for  furnishing  all  the  materials,  and  for  doing  all 
the  work  contemplated  and  embraced  in  this 
agreement;  also,  for  all  loss  or  damage  arising 
out  of  the  nature  of  the  work  aforesaid,  or  from 
the  action  of  the  elements,  or  from  any  unfore- 
seen obstruction  or  difficulties  which  may  be  en- 
countered in  the  prosecution  of  the  same ;  and  for 
all  risks  of  every  description  connected  with  the 
work ;  also,  for  all  expense  incurred  by  or  in  con- 
sequence of  the  suspension  or  discontinuance  of 
said  work  as  herein  specified,  and  for  well  and 
faithfully  completing  the  work,  and  the  whole 
thereof,  in  the  manner  and  according  to  the  plans 
and  specifications,  and  the  requirements  of  the 
engineer  under  them,  to  wit : 

(a)  For  the  removal  of  soil  excavated  and 
placed   in   spoil   banks,   including   all   incidental 
work,  the  sum  of ($ )  per  cubic  yard. 

(aa)  For  the  removal  of  soil  taken  from  spoil 
banks  or  from  other  places  and  placing  on  the 
slopes  of  the  embankment,  including  all  incidental 
work,  the  sum  of ($ )  per  cubic  yard. 

(b)  For  sodding,  including  all  incidental  work, 

the  sum  of  ($ )  per  superficial  square 

yard. 

(bb)  For  seeding,  including  all  incidental 
work,  the  sum  of ($ )  per  acre. 

(c)  For  earth  excavation,  including  its  dis- 
posal in  embankments  and  refilling,  or  as  other- 
wise ordered  by  the  engineer,  and  all  incidental 
work,  the  sum  of ($ )  per  cubic  yard. 

(cc)  For  rehandling  of  excavated  materials 
from  spoil  banks,  and  placing,  including  all  inci- 
dental work,  the  sum  of ($ )  per  cubic 

yard. 

(d)  For  rock  excavation,   including  its  dis- 
posal, and  all  incidental  work,  the  sum  of 

($ — — )  per  cubic  yard. 

(e)  For    permanent    timber    work,    except 
tongued  and  grooved  timber,  placed,  including  all 

incidental  work,  the  sum  of  ($ )   per 

thousand  feet  B.  M. 

(ee)  For  permanent  timber  work,  tongued 
and  grooved,  placed,  including  all  incidental 

work,  the  sum  of  ($ )  per  thousand 

feet  B.  M. 

(/)  For  Portland  cement  ordered  by  the  engi- 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.          387 

neer,  delivered  where  ordered  on  the  work,  in 
barrels  containing  four  hundred  pounds,  includ- 
ing all  incidental  work,  the  sum  of ($ ) 

per  barrel. 

.  (£)  For  concrete  masonry,  in  place,  formed 
of  five  parts  of  broken  stone  or  screened  gravel, 
to  one  part  of  cement,  and  made  with  American 
cement  mortar  mixed  in  the  proportion  of  one 
part  of  cement  to  two  parts  of  sand,  including 

all  incidental  work,  the  sum  of ($ )  per 

cubic  yard. 

(gg)  For  concrete  masonry,  in  place,  formed 
of  three  parts  of  broken  stone  or  screened  gravel 
to  one  part  of  cement  and  made  with  American 
cement  mortar  mixed  in  the  proportion  of  one 
part  of  cement  to  two  parts  of  sand,  including  all 

incidental  work,  the  sum  of  ($ )   per 

cubic  yard. 

(h)  For  plastering  all  concrete  walls  with 
Portland  cement,  including  all  incidental  work, 

the  sum  of ($ )  per  superficial  square 

yard. 

(*)  For  brick  masonry,  laid  in  Portland  ce- 
ment mortar  mixed  in  the  proportion  of  one  part 
of  cement  to  two  parts  of  sand,  and  including  aU 
pointing,  centering,  etc.,  and  removing  the  same, 

and  all  incidental  work,  the  sum  of ($ ) 

per  cubic  yard. 

(/)  For  paving  in  place,  including  all  inci- 
dental work,  the  sum  of ($ )  per  cubic 

yard. 

(&)  For  riprap  in  place,  including  all  inci- 
dental work,  the  sum  of ($ )  per  cubic 

yard. 

(/)  For  broken  stone  in  place  (other  than  that 
used  in  making  concrete  and  the  walk),  includ- 
ing all  incidental  work,  the  sum  of ($ ) 

per  cubic  yard. 

(m)  For  rubble-stone  masonry,  laid  in  Ameri- 
can cement  mortar  mixed  in  the  proportion  of  one 
part  of  cement  to  two  parts  of  sand,  including  all 

incidental  work,  the  sum  of  ($ )   per 

cubic  yard. 

(»)  For  face  work  of  broken  ashlar,  in  addi- 
tion to  the  price  paid  per  cubic  yard  as  rubble, 
including  pointing  in  neat  Portland  cement,  and 


388  COMPLETE  SPECIFICATIONS. 

all  incidental  work,  the  sum  of ($— — )  per 

superficial  square  foot. 

(o)  For  facing  stone  masonry  of  range  stones 
laid  in  American  cement  mortar  mixed  in  the  pro- 
portion of  one  part  of  cement  to  two  parts  of  sand, 
and  pointing  in  neat  Portland  cement,  including 

all  incidental  work,  the  sum  of ($ )  per 

cubic  yard. 

(/>)  For  coping  laid  in  place,  and  pointed  in 
neat  Portland  cement,  including  all  incidental 

work,  the  sum  of  ($ )    per  linear  or 

running  foot. 

(q)  For  dimension  stone  masonry  laid  in 
American  cement  mortar  mixed  in  the  proportion 
of  one  part  of  cement  to  two  parts  of  sand,  includ- 
ing pointing  in  neat  Portland  cement,  centering, 

etc.,  and  all  incidental  work,  the  sum  of  

($— )  per  cubic  yard. 

.(r)  For  fine  hammer  dressing  (six-cut  work) 

the  sum  of  ($ )  per  superficial  square 

foot. 

(j)  For  all  kinds  of  masonry  laid  in  American 
cement  mortar  mixed  in  the  proportion  of  one 
part  of  cement  to  one  part  of  sand,  in  addition  to 
the  prices  per  cubic  yard  hereinbefore  stipulated 
to  be  paid  for  the  same  class  of  masonry  laid  in 
American  cement  mortar  mixed  in  the  propor- 
tion of  one  part  of  cement  to  two  parts  of  sand, 
the  sum  of  -  -  ($ )  per  cubic  yard. 

(t)  For  all  kinds  of  masonry  laid  in  Portland 
cement  mortar  mixed  in  the  proportion  of  one 
part  of  cement  to  one  part  of  sand,  in  addition 
to  the  prices  per  cubic  yard  hereinbefore  stipu- 
lated to  be  paid  for  the  same  class  of  masonry 
laid  in  American  cement  mortar  mixed  in  the  pro- 
portion of  one  part  of  cement  to  two  parts  of 
sand,  the  sum  of ($ )  per  cubic  yard. 

(«)  For  all  kinds  of  masonry  laid  in  Portland 
cement  mortar  mixed  in  the  proportion  of  one 
part  of  cement  to  two  parts  of  sand,  in  addition 
to  the  prices  per  cubic  yard  hereinbefore  stipu- 
lated to  be  paid  for  the  same  class  of  masonry 
laid  in  American  cement  mortar  mixed  in  the 
proportion  of  one  part  of  cement  to  two  parts  of 
sand,  the  sum  of ($ )  per  cubic  yard. 

(v)  For  all  kinds  of  masonry  laid  in  Portland 
cement  mortar  mixed  in  the  proportion  of  on? 
part  of  cement  to  three  parts  of  sand,  in  addi  - 


SPECIFICATIONS  AND  CONTRACT  FOR  DAM.  £89 

tion  to  the  price  per  cubic  yard  hereinbefore  stip- 
ulated to  be  paid  for  the  same  class  of  masonry 
laid  in  American  cement  mortar  mixed  in  the 
proportion  of  one  part  of  cement  to  two  parts  of 
sand,  the  sum  of ($— — )  per  cubic  yard. 

(w)  For  building  walk,  including  all  incidental 

work,  the  sum  of  ($ )   per  linear  or 

running  foot. 

(x)  For  all  extra  work  done  by  written  order 
of  the  Boston  water  board,  its  actual  reasonable 
cost  to  the  contractor,  as  determined  by  the  engi- 
neer, plus  fifteen  per  cent,  of  said  cost. 

R.  And  it  is  agreed  that  payment  for  the  work 
embraced  in  this  contract  shall  be  made  in  the  fol- 
lowing manner : 

A  payment  will  be  made,  on  or  about  the  first 
day  of  each  month,  of  85  per  centum  of  the  value 
of  the  work  completed  in  place  by  the  contractor 
on  the  fifteenth  of  the  previous  month,  as  esti- 
mated by  the  engineer. 

Provided,  however,  that  the  making  of  such 
payment  may  be  deferred  from  month  to  month, 
when,  in  the  opinion  of  the  engineer,  the  value  of 
work  done  since  the  last  estimate  for  payment  is 
less  than  one  thousand  dollars. 

The  said  contractor  further  agrees  that  he  shall 
not  be  entitled  to  demand  or  receive  payment  for 
any  portion  of  the  aforesaid  work  or  materials, 
until  said  work  shall  have  been  completed  to  the 
satisfaction  of  the  city  engineer,  and  the  said  city 
engineer  shall  have  given  his  certificate  to  that 
effect ;  whereupon  the  said  city  will,  within  forty 
days  after  such  completion,  and  the  delivery  of 
such  certificate,  pay  the  said  contractor  the  whole 
amount  of  money  accruing  to  the  said  contractor 
under  this  contract,  excepting  such  sum  or  sums 
as  may  be  lawfully  retained  by  said  city. 

Provided,  that  nothing  herein  contained  be  con- 
strued to  affect  the  right  hereby  reserved  of  the 
said  water  board  to  reject  the  whole  or  any  por- 
tion of  the  aforesaid  work,  should  the  said  cer- 
tificate be  found  or  known  to  be  inconsistent  with 
the  terms  of  this  agreement,  or  otherwise  im- 
properly given. 

S.     The  parties  hereto  further  agree  that  this 
•contract  shall  be  in  writing,  and  executed  in  trip- . 
licate,  one  of  which  triplicates  shall  be  kept  by 
the  said  engineer,  one  to  be  delivered  to  the  city 


,390  COMPLETE  SPECIFICATIONS. 

auditor  of  said  Boston,  and  one  to  the  said  con- 
tractor ;  that  this  contract  shall  be  utterly  void  as 
to  the  said  city  if  any  person  appointed  to  any 
office,  or  employed  by  virtue  of  any  ordinance  of 
said  city,  is  either  directly  or  indirectly  interested 
therein. 

And  the  said  contractor  further  agrees  that  he 
will  execute  a  bond  in  the  sum  of  one  hundred 
thousand  dollars  ($100,000)  and  with  such  sure- 
ties as  shall  be  approved  by  the  said  Boston 
water  board,  to  keep  and  perform  well  and  truly 
all  the  terms  and  conditions  of  this  contract  on 
his  part  to  be  kept  and  performed  and  to  in- 
demnify and  save  harmless  the  said  water  board 
as  herein  stipulated. 

T.  And  it  is  also  to  be  understood  and  agreed 
that,  in  case  of  any  alterations,  so  much  of  this 
agreement  as  is  not  necessarily  affected  by  such 
alterations  shall  remain  in  force  upon  the  parties 
hereto. 

U.  And  the  said  contractor  hereby  further 
agrees  that  the  payment  of  the  final  amount  due 
under  this  contract  and  the  adjustment  and  pay- 
ment of  the  bill  rendered  for  work  done  in  accord- 
ance with  any  alterations  of  the  same,  shall  release 
the  city  from  any  and  all  claims  or  liability  on  ac- 
count of  work  performed  under  said  contract  or 
any  alteration  thereof. 

In  witness  whereof  the  parties  to  these  pres- 
ents have  hereunto  set  their  hands  the  year  and 
day  first  above  written. 
The  City  of  Bos-  ( . 

ton,  by  its  Boston  \ . 

Water  Board.  ( . 


SIGNED  in  the  presence  of 


Know  all  Men  by  these  Presents, 

That  we are  held  and  firmly 

bound  unto  the  CITY  OF  BOSTON,  in  the  sum 
of dollars,  to  be  paid  to  the  CITY  OF  BOS- 
TON, or  its  certain  attorney,  its  successors  and 
assigns,  for  which  payment,  well  and  truly  to  be 


SPECIFICATIONS  FOR  STEEL  HOTEL  BUILDINGL       39j 

made,  we  bind  ourselves,  our  heirs,  executors  and 
administrators,  jointly  and  severally,  firmly  by 
these  presents. 

The  condition  of  this  obligation  is  such  that  if 

the  above-bounden  shall 

well  and  truly  keep  and  perform  all  the  terms 
and  conditions  of  the  foregoing  contract  for 
building  dam  No.  5,  in  the  town  of  Southborough 

on part  to  be  kept  and  performed,  and  shall 

indemnify  and  save  harmless  the  said  CITY  OF 
BOSTON,  as  therein  stipulated,  then  this  obliga- 
tion shall  be  of  no  effect;  otherwise  it  shall  re- 
main in  full  force  and  virtue. 

In  witness  whereof  we  hereto  set  our  hands  and 
seals  on  this day  of ,  in  the  year  eight- 
een hundred  and  ninety-three. 


SIGNED  AND  SEALED  in  presence  of 


177.  SPECIFICATIONS    FOR   THE    STRUCTURAL 
IRON  WORK 

OF  A 

HOTEL  BUILDING; 

TO   BE   ERECTED   ON   THE   SOUTHWEST    CORNER   OF    34-TH    STREET! 
AND  5TH  AVENUE  FOR  JOHN  JACOB  ASTOR. 

H.  J.  HARDENBERGH, 

Architect, 

New  York. 
PURDY  &  HENDERSON, 

Consulting  Engineers, 

New  York  and  Chicago. 

MAY,  1895. 

In  order  to  understand  the  business  relations  involved  in 
the  following  specifications,  some  explanation  of  them  is  nec- 
essary. 


392  COMPLETE  SPECIFICATIONS. 

Messrs.  Purdy  and  Henderson,  the  consulting  engineers, 
are  under  contract  with  Mr.  H.  J.  Hardenbergh,  architect,  to 
furnish  those  parts  of  the  plans  and  specifications  for  the  build- 
ing which  relate  to  the  iron  and  steel  frame  work.  They  are 
also  under  contract  with  Mr.  Downey,  the  agent  of  the  owner, 
to  prepare  all  the  shop  drawings,  to  supervise  the  inspection,  to 
superintend  the  erection  of  the  steel  frame  work,  to  check  all 
bills  rendered  by  the  contractor  for  this  portion  of  the  work, 
and,  in  general,  to  see  that  all  the  contracts  relating  to  this 
part  of  the  building  are  faithfully  fulfilled.  The  contract  for 
the  iron  and  steel  work  was  let  on  a  pound  basis  erected.  A 
separate  set  of  specifications  were  prepared  for  the  inspection 
of  the  work,  and  also  one  for  the  use  of  the  computers  and 
draftsmen  in  preparing  detail  plans.  It  will  thus  be  seen  that 
the  consulting  engineers  are  under  contract  to  do  a  great  deal 
more  in  this  matter  than  is  usually  expected  of  the  architect, 
and  much  more,  therefore,  than  the  architect  could  afford  to 
pay  for,  if  all  this  service  had  to  be  remunerated  out  of  his  pro- 
fessional fees.  In  the  most  common  practice,  the  owner  checks 
his  own  bills,  pays  the  contractor  for  the  shop  drawings  and 
divides  the  remaining  portion  of  this  additional  service  with 
the  architect.  Only  a  small  portion  of  the  additional  fee  paid 
the  engineer  by  this  arrangement  is  consequently  an  added  ex- 
pense. It  is  important  that  consulting  engineers  should  make 
contracts  with  the  owner  for  the  additional  detail  work  and 
supervision  as  well  as  with  the  architect  for  the  preparation 
of  the  general  plans.  This  kind  of  a  double  connection  is  de- 
sirable and  likely  to  secure  the  most  satisfactory  service. 

The  steel  construction  described  in  these  specifications  is 
that  for  a  new  hotel  adjoining  The  Waldorf  on  the  north,  cor- 
ner 34th  street  and  Fifth  avenue,  New  York  city.  The  build- 
ing is  in  plan  350  feet  by  100  feet,  and  is  sixteen  stories  high 
above  the  sidewalk,  with  basement  and  -sub-basement,  extend- 
ing 35  feet  below  ground.  It  is  the  largest  steel  constructed 
building  ever  designed,  containing  over  10,000  tons  of  struct- 
ural iron.  The  exterior  of  the  building  is  finished  with  stone 
to  the  height  of  three  stories  above  the  sidewalk,  and  with 


SPECIFICATIONS  FOR  STEEL  HOTEL  BUILDING.       393 

brick,  with  terra  cotta  trimmings,  above  that  line.  The  con- 
struction involves  many  unusual  conditions,  such  as  a  ball- 
room on  the  second  story  100  feet  long,  and  85  feet  wide,  with 
vaulted  ceiling  reaching  to  the  fifth  floor.  The  floors  above 
this  great  room,  and  also  the  roof,  are  carried  on  two  trusses 
extending  through  four  stories,  the  total  load  carried  by  the 
two  being  about  nine  million  pounds.  The  columns  in  the 
walls  around  this  ballroom  are  from  60  to  70  feet  in  length, 
and  some  of  them  carry  over  three  million  pounds  each.  There 
is  also  a  large  dining  room  on  the  first  floor,  which  necessitates 
the  use  of  very  heavy  trusses,  and  difficult  and  costly  work. 
The  spaces  between  the  columns  are  unusually  long,  35  and  40 
feet  being  common,  thus  requiring  an  unusual  quantity  of  plate 
girder  work.  In  several  other  places  in  the  building,  rooms 
extend  through  two  stories,  and  the  roof  on  three  sides  has  a 
Mansard  slope  fifty  feet  in  height,  with  large  towers  on  the 
three  street  corners.  All  the  details  have  been  worked  out 
with  great  care,  and  the  business  relations  of  the  engineer  of 
construction  to  both  the  architect  and  the  owner  are  considered 
ideal. 

'Specifications  Explained:  These  specifications  are  supple- 
mental to  the  contract  already  entered  into  for  the  construc- 

tural  iron  and  steel  work  of  this  building,  between , 

,  parties  of  the  first  part,1  and , . 

parties  of  the  second  part.  They  are  the  specifications  referred 
to  in  the  first  clause  of  said  contract,  and  which  are  to  be  con- 
sidered a  part  of  that  contract. 

These  specifications  are  intended  to  cover  all  the  structural 
iron  work  in  said  building.  They  are  intended  to  co-operate 
with  the  drawings  for  the  same,  both  those  furnished  by  the 
architect  and  those  furnished  by  the  engineers  as  hereinafter 
specified,  and  what  is  called  for  by  either,  is  as  binding  as  if 
called  for  by  both.  They  are  intended  to  describe  and  provide 
for  a  finished  piece  of  work.  The  contractor  will  understand 
that  the  steel  construction  herein  described  is  also  to  be  com- 
plete in  every  detail,  and  in  every  portion  of  the  work,  and  all 
material  entering  into  it  is  to  be  first-class,  and  he  will  be  ex- 
pected to  thoroughly  understand  the  construction  and  to  fully 

1  Mr.  Aster's  agent,  who  stands  as  the  party  of  the  first  part  in  these  specifications, 
is  Mr.  John  Downey,  and  he  is  so  named  in  various  parts  of  the  document. 


394:  COMPLE'lE  SPECIFICATIONS. 

inform  himself  in  regard  to  any  points  that  he  may  not  clearly 
understand,  for  what  is  herein  intended  to  be  described,  viz. : 
The  complete  and  perfect  construction  of  the  building  is  the 
thing  required.  When  necessary  or  desirable,  he  must  apply 
to  the  architect  or  the  engineers  for  further  details  or  specifica- 
tions during  construction  or  before  proceeding  with  his  work. 

Requirements  Outlined:  This  contractor  must  furnish  and 
set  all  the  iron  and  steel  shown  or  referred  to  in  these  specifica- 
tions and  called  for  by  the  said  drawings  hereinbefore  referred 
to,  and  when  the  erection  is  completed,  he  must  remove  all  the 
materials  used  in  performing  the  work.  He  must  furnish  in  all 
cases  the  exact  sections,  weights  and  kinds  of  material  that  are 
called  for,  and  he  must  follow  exact  details,  methods  and  in- 
structions called  for  by  these  specifications  and  said  drawings. 
He  must  set  the  iron  work  as  fast  as  may  be  considered  prac- 
tical in  the  judgment  of  the  architect,  always  keeping  at  least 
one  story  in  advance  of  the  masonry.  He  will  be  expected  to 
give  this  work  his  personal  supervision,  or  have  a  capable  man 
at  all  times  to  take  care  of  it.  He  must  also  do  all  the  cutting 
and  fitting  that  may  be  required  in  his  work  to  receive  the  work 
of  other  contractors. 

Reference  in  Case  of  Dispute:  Should  any  difference  of  opin- 
ion or  dispute  arise  in  relation  to  the  meaning  of  these  speci- 
fications, or  of  the  said  drawings  furnished  by  either  the  archi- 
tect or  the  engineers  as  hereinafter  specified,  reference  must  be 
made  to  the  engineers,  but  if  their  decision  is  not  satisfactory 
appeal  may  be  made  to  the  architect,  whose  decision  on  all 
such  points  shall  be  final  and  conclusive. 

Drawings:  The  general  dimensions,  arrangement  and  sec- 
tions required  for  the  structural  iron  work  herein  specified,  are 
shown  on  the  general  structural  iron  drawings  prepared  and 

furnished  by  the  architect,  and  included  in  pages to , 

inclusive. 

The  sections  given  are  those  of  the  Carnegie  Steel  Com- 
pany's manufacture.  In  general,  these  drawings  are  made  to 
scale,  but  scale  dimensions  must  never  be  used.  These  draw- 
ings, together  with  these  specifications,  are  the  property  of  the 
architect,  to  whom  all  copies  must  be  returned  on  the  comple- 
tion of  the  work.  Detail  or  shop  drawings,  including  drawings 
of  every  part  and  piece  of  the  work,  with  all  the  lists,  schedules, 
indexes,  erection  plans  or  other  directions  necessary  for  the 
proper  manufacture,  finish  and  erection  of  the  work  covered 
by  these  specifications,  and  the  said  general  drawings  prepared 
by  the  architect,  will  be  made  and  furnished  by  the  engineers. 

Blue  prints  of  the  shop  drawings,  lists  and  schedules,  as 
many  copies  of  each  as  are  necessary,  but  not  more  than  five, 
will  be  furnished  to  the  contractor  for  his  use  in  the  manufact- 


SPECIFICATIONS  FOR  STEEL  HOTEL  BUILDING.       395 

lire  of  the  material.  Another  complete  set  of  these  prints,  to- 
gether with  one  complete  set  of  prints  of  the  erection  draw- 
ings, will  be  furnished  to  the  contractor  for  use  in  erection. 
One  complete  set  of  all  the  drawings,  plans,  lists  and  schedules 
will  be  furnished  to  the  inspector.  All  the  above-mentioned 
prints  will  be  furnished  by  the  engineers,  free  of  expense.  Ad- 
ditional prints  of  any  of  these  drawings  may  be  taken  by  said 
contractor  or  inspector,  if  desired,  at  their  own  expense,  but 
originals  taken  from  the  office  for  that  purpose  must  be 
promptly  returned. 

Orders:  All  materials  required  to  be  furnished  or  work  to 
be  done  under  these  specifications  or  by  the  said  general  struc- 
tural iron  drawings,  prepared  by  the  architect,  will  be  ordered 
by  the  engineers  from  time  to  time  with  the  shop  drawings, 
lists,  schedules,  etc.,  for  the  same,  as  fast  as  they  can  be  pre- 
pared, and  the  contractor  for  the  structural  iron  work  must 
order  no  material  and  perform  no  work  under  these  specifica- 
tions until  he  has  received  the  said  detail  drawings,  lists  and 
schedules  for  the  same.  Bolts  or  other  material  used  tem- 
porarily for  erection  purposes  are  not  included  in  this  speci- 
fication. 

Extras  and  Bills:  No  additional  work  or  material,  over  and 
above  what  is  called  for  by  said  detail  drawings,  lists  and 
schedules,  prepared  and  furnished  as  hereinbefore  provided, 
will  be  allowed  unless  ordered  by  the  architect  in  writing. 
When  said  detail  drawings,  lists  and  schedules  are  received 
by  the  contractor,  they  must  be  immediately  examined  to  de- 
termine whether  the  material  and  work  called  for  by  the  same 
may  be  properly  classified  in  the  price  classification  contained 
in  the  contract  hereinbefore  referred  to,  and  of  which  these 
specifications  are  considered  a  part;  or,  in  any  supplemental 
agreement  that  may  be  made  to  said  contract.  In  case  either 
or  both  may  not  be  properly  classified,  in  said  price  classifica- 
tion, the  engineers  must  be  promptly  notified  of  the  fact  in 
writing,  and  a  copy  of  such  notification  must  also  be  sent  to 
the  architect.  If  no  reply,  verbal  or  written,  to  such  notifica- 
tion is  received  within  three  days,  a  second  notification  must 
be  sent  the  same  as  the  first,  but,  in  any  case,  the  work  called 
for  by  such  detailed  drawings,  lists  or  schedules  must  proceed 
without  delay,  unless  the  contractor  shall  receive  written  in- 
structions to  the  contrary  from  the  architect  or  engineers. 

No  bill  for  extra  work  ordered  by  the  architect  as  herein 
provided,  or  not  called  for  by  said  drawings,  lists  or  schedules 
will  be  approved  by  the  architect  unless  it  is  rendered  imme- 
diately upon  the  completion  and  acceptance  of  said  work.  All 
bills  for  material  or  work  not  properly  included  in  the  price 
classification  hereinbefore  referred  to,  must  be  made  separate 


396  COMPLETE  SPECIFICATIONS. 

from  the  bills  for  work  and  material  properly  covered  by  said 
price  classification.  All  bills  must  be  made  sufficiently  in  detail 
to  permit  of  their  ready  verification.  The  originals  of  all  bills 
must  be  sent  to  the  engineers,  Purdy  &  Henderson,  and  exact 
duplicates  must,  at  the  same  time,  be  sent  to  John  Downey,  par- 
ties of  the  first  part  in  the  contract  hereinbefore  referred  to. 

Building  Laws:  This  contractor  must  comply  with  all  mu- 
nicipal or  corporation  ordinances  and  the  laws  and  regulations 
relating  to  buildings  in  the  city  of  New  York. 

Risks:  This  contractor  will  be  liable  and  responsible  for  any 
damage  to  life,  limb  or  property  that  may  arise  or  occur  to 
any  party  whatever,  either  from  accident  or  owing  to  his  neg- 
ligence, or  that  of  his  employees  during  the  operations  of  con- 
structing or  completing  the  works  herein  specified. 

Rubbish:  This  contractor  must  remove  from  the  premises 
all  rubbish  arising  from  his  operations  as  the  work  proceeds 
and  at  completion  of  same. 

Signs:  No  signs  of  any  description  will  be  allowed  to  be 
placed  on  or  about  the  building  or  premises. 

Co-operation  and  Cleaning  Up:  This  contractor  must  co- 
operate with  the  contractors  for  the  other  parts  of  the  building, 
so  that  when  completed  it  shall  be  in  accordance  with  the  archi- 
tect's design  and  a  complete  and  perfect  piece^  of  work.  He 
must  arrange  and  carry  on  his  work  in  such  a  way  that  the 
other  contractors  shall  not  be  delayed,  subject  always  to  the 
architect.  When  his  work  is  finished  he  must  remove  from  the 
premises  all  the  tools,  apparatus,  machinery,  scaffolding  and 
the  debris  pertaining  to  his  part  of  the  work,  and  leave  the  job 
free  from  all  obstruction. 

Kind  of  Material  Required:  All  material  required  for  the 
trusses,  and  all  the  material  required  for  the  flanges  of  riveted 
girders  must  be  open  hearth  steel. 

All  other  material  required  for  riveted  members,  and  the 
beams  and  channels  used  in  the  floors  with  their  connections, 
may  be  made  of  Bessemer  steel,  unless  in  special  cases,  it  shall 
be  otherwise  specified. 

Pins  over  five  inches  in  diameter  must  be  of  forged  steel. 

All  machine  driven  rivets  must  be  of  steel. 

Tie  rods,  bolts,  anchors,  lateral  ties  and  all  hand  driven  rivets 
must  be  of  wrought  iron. 

Bearing  plates  in  masonry,  bases  under  columns,  separators, 
brackets  under  plates  and  filler  blocks  more  than  \y2  inches 
thick,  must  be  made  of  cast  iron. 

Shoes  for  trusses  and  column  blocks  where  required  must  be 
made  of  cast  steel. 


SPECIFICATIONS  FOR  STEEL  HOTEL  BUILDING.       397 


Character  and  Finish  of  Materials:  All  the  steel  used  in  this 
building  must  compjy  with  the  following  specifications : 


Medium 
Steel. 

Soft  Steel. 

Maximum  ultimate  strength  in  Ibs.  per  sq.  in.  . 
Minimum  ultimate  strength  in  Ibs.  persq.  in.  . 
Minimum  elastic  limit  in  Ibs  per  sq  in  ...... 

68,000 
60,000 
32,000 

60,000 
30,000 

Minimum  percentage  of  elongation  in  8  inches 

22% 

Test  pieces  of  medium  steel  must  bend  cold  180  degrees 
about  a  diameter  equal  to  the  thickness  of  the  piece  without 
any  sign  of  fracture  on  the  convex  side  of  the  bends.  Test 
pieces  of  soft  steel  must  bend  cold  180  degrees  flat  without  any 
sign  of  fracture  on  the  convex  side  of  the  bend.  They  must 
also  stand  the  same  bend  after  being  heated  to  a  light  cherry 
red  and  quenched  in  water  whose  temperature  is  82  degrees 
Fahrenheit. 

Soft  steel  must  be  used  for  rivets  and  medium  steel  for  all 
other  material.  All  steel  must  have  a  smooth  surface  and  must 
be  free  from  all  faults  or  defects  of  any  kind  or  of  any  indica- 
tion of  unsoundness.  Each  piece  must  be  straight,  free  from 
wind  and  of  proper  section.  A  variation  in  weight  either  wa\ 
of  more  than  2  per  cent,  from  that  specified  shall  be  cause  for 
rejection. 

Eye  bars  used  in  trusses  must  comply  with  the  following 
specifications  in  full  size  tests : 

Ultimate  strength  in  Ibs.  per  sq.  in.  not  less  than 58, COO 

"     "      "     "    "     "more"     66,000 

Elastic  limit  in  Ibs.  per  square  inch  not  less  than 29,000 

Elongation  in  2  ft.  length  of  bar  nearest  fracture  ...    15# 

Reduction  of  area 40? 

The  fracture  must  take  place  in  the  body  of  the  bar  and  must 
be  generally  silky.  The  mill  requirements  for  material  for  eye 
bars  must  be  as  specified  for  by  the  manufacturers  of  the  bars. 

All  wrought  iron  used  in  this  building  must  have  an  ulti- 
mate strength  of  not  less  than  48,000  Ibs.  per  square  inch,  an 
elastic  limit  of  not  less  than  26,000  Ibs.  per  square  inch,  and  an 
elongation  of  20  per  cent,  in  8  inches.  The  wrought  iron  re- 
quired for  bolts  and  rivets  must  be  so  ductile  that  test  pieces 
will  bend  cold  180  degrees  flat  without  any  sign  of  fracture  on 
the  convex  side  of  the  bend.  All  the  wrought  iron  must  be 
perfectly  welded  in  rolling,  fibrous,  uniform  and  free  from  all 
drfects.  Each  piece  must  be  straight  and  of  proper  section. 


398  COMPLETE  SPECIFICATIONS. 

All  the  cast  steel  used  in  this  building  must  have  an  ultimate 
strength  o*  not  less  than  60,000  Ibs.  per  square  inch,  an  elastic 
limit  of  rot  less  than  32,000  Ibs.  per  square  inch,  and  an  elonga- 
tion ir.  P.  inches  of  not  less  than  15  per  cent.  All  castings  must 
be  ar.P^aled  and  all  test  pieces  must  be  cast  as  coupons  and  de- 
tached after  annealing. 

Ail  the  cast  iron  used  in  this  building  must  be  tough  gray 
ivrn,  free  from  cold  shuts,  blow  holes  or  other  serious  defects. 
Us  quality  must  be  such  that^  sample  bars  I  inch  square  cast  in 
sand  moulds  must  be  capable  of  sustaining  on  a  clear  span  of 
4^ -feet  a  central  load  of  500  pounds  when  tested  in  the  rough 
bar. 

Painting:  All  iron  must  receive  a  coat  of  pure  raw  linseed 
oil  at  the  rolling  mills  just  before  being  loaded  on  the  cars. 

The  covered  surfaces  (surfaces  in  contact  and  surfaces  en- 
closed) of  all  parts  of  riveted  members  must  receive  one  good 
coat  of  graphite  paint,  after  the  pieces  are  punched  and  before 
they  are  assembled.  All  finished  members  must  receive  one 
complete  coat  of  the  graphite  paint  before  they  are  taken  from 
the  shop  or  exposed  to  the  weather.  All  surfaces  that  can  be 
reached  must  have  one  coat  of  the  graphite  paint  after  erec- 
tion. All  truss  members  must  have  two  coats  of  paint  in  the 
shop  and  the  enclosed  surfaces  of  these  members  must  have  the 
two  coats  before  they  are  assembled. 

Foundation  beams  and  connections  must  have  two  coats  of 
paint  at  the  shop.  All  bolts  used  in  erection  and  remaining 
permanently  in  the  building  must  be  dipped  in  graphite  paint 
before  being  placed  in  position. 

All  pins  and  bored  pin  holes  or  other  planed  surfaces  in  the 
trusses  must  be  coated  with  white  lead  and  tallow  before  leav- 
ing the  shop. 

All  painting  must  be  done  on  dry  surfaces  and  preferably 
warm  ones.  All  dirt  and  foreign  matter  of  any  kind  must  be 
removed  from  the  iron  before  painting.  All  scale  must  be  re- 
moved from  finished  members  before  painting  the  first  coat  in 
the  shop.  All  scale  must  be  removed  from  material  required 
for  the  trusses  before  it  is  oiled  at  the  rolling  mill. 

The  paint  used  must  be  the  superior  graphite  paint,  prepared 
and  mixed  by  the  Detroit  Graphite  Manufacturing  Company, 
of  Detroit,  Michigan. 

Inspection:  The  inspection  hereby  provided  will  be  made  by 
inspectors  employed  by  John  Downey. 

The  contractor  for  the  structural  iron  must  furnish  full  and 
ample  means  for  the  inspection  of  all  the  materials  called  for 
by  these  specifications,  and  of  all  the  work  required  in  fitting 
such  materials  for  erection ;  and  to  this  end,  he  shall  admit  the 
architect,  engineers  and  inspectors  to  any  part  of  the  mills  or 


SPECIFICATIONS  FOR  STEEL  HOTEL  BUILDING.        399 

.  shops  where  work  under  these  specifications  is  being  carried  on. 

To  secure  proper  material,  as  herein  specified,  one  pulling 
test  must  be  made  from  every  heat  or  blow  of  steel  or  rolling 
of  iron,  and  one  bending  and  one  quenching  test;  when  such 
requirements  are  "specified,  if  these  are  satisfactory,  the  whole 
will  be  accepted.  If  they  are  not  satisfactory,  others  may  be 
made  as  the  inspector  may  deem  expedient.  All  test  pieces 
must  be  prepared  at  the  expense  of  the  contractor  for  the  struc- 
tural iron.  The  test  pieces  of  rolled  steel  and  wrought  iron 
must  be  cut  out  of  finished  material,  and  must  not  be  less  than 
y*  square  inch  in  section.  They  must  be  at  least  10  inches  long 
between  fillets  when  turned  down.  When  possible  they  must 
be  cut  from  the  full  thickness  of  the  section,  from  which  the 
tests  are  taken.  The  method  of  selecting  test  pieces  for  mate- 
rial for  eye  bars  must  be  as  required  by  the  manufacturer  of 
the  bars. 

The  number  of  test  pieces  of  cast  steel  must  be  fixed  by  the 
inspector. 

Full  sized  tests  of  eye  bars  must  be  made  as  required  by  the 
architect  or  engineers.  Test  bars  for  such  tests  will  be  selected 
by  the  inspector  from  the  lot  after  forging  and  before  boring, 
the  results  of  the  test  to  determine  the  acceptance  or  rejection 
of  the  entire  number  which  the  test  bar  represents.  Other  full 
sized  tests  must  be  made  if  required. 

The  material  used  for  all  full  sized  tests  will  be  paid  for  at 
cost,  less  the  scrap  value  of  the  material  to  the  contractor  when 
the  pieces  are  tested  to  destruction,  and  the  test  proved  satis- 
factory ;  otherwise  it  must  be  solely  at  the  cost  of  the  contractor. 
The  use  of  testing  machines  capable  of  testing  both  specimens 
of  material  and  the  full  sized  members,  together  with  all  nec- 
essary assistance  in  handling  and  operating  the  same,  must  be 
furnished  by  the  contractor  free  of  all  expense. 

All  surfaces  of  all  materials  must  be  carefully  examined  by 
the  inspectors,  and  all  pieces  that  are  of  ful1  section — free  from 
flaws — straight  and  in  every  way  satisfactory,  must  be  ac- 
cepted. This  inspection  will  not,  however,  prevent  the  rejec- 
tion of  any  piece  at  any  later  time,  but  before  it  is  riveted  in 
place  in  the  building,  if  it  is  discovered  that  the  piece  is  in  any 
way  unsuitable.  Ample  assistance  must  be  given  by  this  con- 
tractor to  the  inspector  in  making  this  examination. 

All  material  manufactured  under  these  specifications  must 
be  tested  and  examined  as  herein  provided  before  the  same  is 
oiled  or  loaded  on  the  cars  for  shipment  from  the  mill,  and  as 
soon  after  rolling  as  may  be  convenient  for  the  mill,  and  failure 
to  comply  with  these  specifications  will  be  sufficient  cause  for 
the  rejection  of  the  material. 

The  inspection  in  the  shop  must,  in  general,  cover  the  iden- 


4:00  COMPLETE  SPECIFICATIONS. 

tification  of  material,  the  accuracy  of  work,  and  fulfillment  of 
specifications  and  drawings  in  every  respect,  and  reports  of 
finished  weights  and  progress  of  the  work,  in  all  of  which  the 
inspector  must  have  ample  opportunity  to  do  his  work.  All 
rejected  material  must  be  made  good  to  the  satisfaction  of  the 
inspector. 

All  long  measurements  in  the  shop  made  by  the  inspector, 
must  be  made  with  a  steel  tape  which  must  be  compared  with 
the  shop's  standard  measure  to  assure  their  agreement. 

In  case  of  any  disagreement  between  the  inspectors  and  the 
contractors  regarding  the  inspection,  appeal  may  be  had  to 
Purdy  &  Henderson,  Consulting  Engineers,  but  their  decision 
shall  be  final. 

Beams:  In  general  not  more  than  J/£  of  an  inch  will  be  al- 
lowed by  the  drawings  for  clearance  at  each  end  of  beams  con- 
necting to  beams  and  not  more  than  %  of  an  inch  at  each  end 
of  beams  connecting  to  columns.  All  beams  supported  by  con- 
nection angles  riveted  to  the  webs  when  finished,  must  meas- 
ure out  to  out  of  such  connection  angles,  not  more  than  the 
length  given  on  the  drawings,  and  not  more  than  */£  of  an  inch 
less  than  that  length.  All  beams  connecting  to  columns  may 
be  y2  inch  shorter  than  shown  on  the  drawings,  but  must  not 
be  longer. 

All  open  holes  must  be  true  to  the  drawings,  and  an  error 
in  the  distance  from  end  to  end,  between  the  open  holes  in  the 
flanges  at  the  ends  of  beams  of  more  than  1-16  of  an  inch  must 
not  be  approved  by  the  inspector. 

Where  connections  are  marked  standard,  the  standards 
adopted  for  this  particular  job  must  be  used.  Beams  or  other 
material  used  in  floor  construction,  excepting  bent  plates  used 
in  connections,  must  not  be  heated  for  bending,  cutting  or  fit- 
ting, unless  so  marked  on  the  drawings. 

Beams  split  or  permanently  injured  by  work  in  the  shop  must 
not  be  used. 

Beams  which  are  required  to  be  bolted  together  with  sep- 
arators in  the  building,  must  be  assembled  and  bolted  together 
in  shop  when  practicable. 

Columns:  The  distance  from  the  center  of  the  columns  out 
to  the  open  holes  required  for  the  connection  of  beams,  must 
be  verified  by  the  inspector.  If,  on  account  of  the  material 
overrunning  in  weight  or  on  any  other  account,  these  distances 
are  wrong  more  than  1-16  of  an  inch,  the  error  must  be  rem- 
edied, as  the  inspector  may  desire. 

'  All  columns  must  be  milled  or  ground  at  each  end  to  a 
smooth  bearing  surface  at  right  angles  to  the  axis  of  the 
column,  and  the  inspector  must  verify  from  time  to  time,  the 
adjustment  of  the  machinery  used  in  this  work. 


SPECIFICATIONS  FOR  STEEL  HOTEL  BUILDING.       401 

All  columns  must  be  exactly  true  to  length,  and  any  dis- 
crepancies in  such  lengths  of  more  than  1-32  of  an  inch,  must 
be  reported  promptly  to  the  engineers.  If  more  than  1-32  of 
an  inch  too  long,  they  must  be  milled  shorter. 

Where  columns  coming  over  each  other  are  designed  to  have 
the  same  exterior  dimensions,  a  filler  about  1-32  of  an  inch 
thick  must  be  put  under  the  splice  plates  where  they  are  riveted 
to  the  columns.  These  fillers  must  cover  the  entire  area  cov- 
ered by  the  splice  plates.  They  will  not  be  drawn  on  the  draw- 
ings, but  will  be  noted  in  the  bill  of  material  on  each  drawing 
where  required. 

Columns  must  all  be  straight  and  out  of  wind. 

Riveted  Girders:  Web  plates  must  be  arranged  so  as  not  to 
project  above  or  below  the  flange  angles.  The  lines  showing 
the  edges  of  such  plates  will  be  omitted  from  the  drawings. 

In  general,  all  stiffener  angles  must  fit  tight  at  both  ends. 

Open  holes  in  flanges  must  have  the  same  accuracy  required 
for  beams. 

All  riveted  girders  must  be  out  of  wind  before  leaving  the 
shop. 

Trusses:  Eye  bars  must  be  entirely  free  from  flaws  and  of 
full  section.  The  heads  must  be  so  proportioned  that  the  bars 
will  break  in  the  body  of  the  original  bar  and  the  process  of 
manufacture  and  the  form  of  the  head  must  be  subject  to  the 
approval  of  the  engineers.  No  welding  will  be  allowed  in  the 
body  of  the  bars.  They  must  be  perfectly  straight  before  bor- 
ing and  the  pin  holes  must  be  centered  through  the  center  line 
of  the  bar.  The  lengths  back  to  back  of  pin  holes  must  not 
vary  more  than  1-64  of  an  inch  from  the  figured  lengths  when 
the  bars  are  20  feet  long  or  less ;  not  more  than  1-32  of  an  inch 
when  more  than  20  feet  long.  Bars  which  go  side  by  side  in 
the  trusses  must  be  so  perfectly  bored  that  the  pins  will  pass 
through  the  holes  at  both  ends  without  driving  when  the  bars 
are  placed  in  a  single  pile.  The  holes  irmst  not  be  more  than 
1-32  of  an  inch  larger  than  the  pins.  All  eye  bars  must  be  an- 
nealed. 

Compression  members  must  have  all  butting  ends  planed 
smooth  and  exactly  square  to  the  center  line  of  the  member, 
and  they  must  be  assembled  in  the  shop  for  the  fitting  of  the 
splice  plates  and  to  assure  perfect  contact  throughout.  Such 
members  must  be  entirely  free  from  twists  or  bends  and  all 
work  must  be  neatly  finished  and  first-class  in  every  respect. 
Pin  holes  must  be  bored  1-32  of  an  inch  larger  than  the  pins, 
exactly  perpendicular  to  a  vertical  plane  passing  through  the 
center  line  of  each  member,  when  placed  in  a  position  similar 
to  that  which  it  should  occupy  in  the  finished  structure. 

Pins  must  be  turned  straight  and  smooth  and  to  exact  size. 
26 


402  COMPLETE  SPECIFICATIONS 

Castings:  The  cast  bases  required  in  the  column  must  be 
planed  smooth  on  top  and  to  exact  dimensions.  All  holes  for 
the  bolts  connecting  to  the  columns  must  be  drilled  also  to  the 
exact  measurements  given,  and  the  holes  in  the  other  castings, 
both  steel  and  iron,  must  be  drilled  when  so  marked.  All  sur- 
faces marked  planed  must  be  planed  smooth  and  true  for  a  per- 
fect bearing  as  designed. 

Rivets:  Drifting  that  is  liable  to  injure  the  material  must  not 
be  allowed  anywhere  in  erection. 

Shop  rivets  must  be  machine  driven  as  far  as  possible. 

Rivet  heads  must  be  concentric  with  the  necks  of  the  rivets 
and  all  rivets  when  driven  must  completely  fill  the  holes  and  be 
tight. 

Rivets  will  be  used  in  erection  wherever  possible. 

All  rivets  must  be  uniformly  heated. 

Holes  that  do  not  match  sufficiently  to  admit  the  rivet  with- 
out drifting,  in  assembling  work  in  the  shop,  must  be  reamed. 

All  riveting  must  be  done  to  the  satisfaction  of  the  engi- 
neers. 

Erection:  If  beams  are  used  in  the  construction  of  the  foun- 
dations, the  contractor  for  the  structural  iron  must  put  them 
in  position,  both  as  to  plan  and  as  to  height,  using  a  surveyor's 
level  for  the  purpose,  but  the  grouting  and  covering  of  the 
beams  will  be  done  by  the  contractor  for  the  masonry. 

The  outside  building  lines  will  be  given,  but  the  contractor 
for  the  structural  iron  must  determine  and  fix  the  interior  lines, 
and  each  cast  base  must  be  set  in  its  exact  position,  both  as  to 
alignment  and  to  height,  supported  on  wooden  wedges,  before 
the  bedding  is  run  in.  The  center  of  each  base  must  be  true 
to  the  column  center,  as  given  on  the  plans,  within  1-16  of  an 
inch,  and  its  height  must  be  adjusted  exactly,  using  a  surveyor's 
level  and  referring  to  a  fixed  bench  mark.  Each  base  must  be 
bedded  with  a  Portland  cement  grouting,  by  pouring  the  same 
through  the  center  until  all  the  spaces  under  and  inside  the 
base  are  filled.  The  cement  must  be  of  some  imported  brand 
which  must  be  approved  by  the  architect,  and  the  sand  must 
be  clean  and  sharp  and  fine.  The  two  must  be  mixed  dry  in 
equal  quantities  in  a  box — all  that  is  required  for  one  base  at 
one  mixing.  Enough  water  must  then  be  added  to  make  the 
whole  just  flow  under  its  own  weight.  The  whole  operation 
of  mixing  and  setting  must  be  done  as  rapidly  as  possible. 
After  the  bases  are  set  their  heights  will  be  inspected  by  the 
engineers,  and  if  they  are  found  to  vary  more  than  y%  of  an 
inch  from  the  correct  height  they  must  be  taken  up  and  reset. 

The  use  of  iron  sledges  in  driving  or  hammering  beams  or 
columns  or  other  structural  iron  will  not  be  allowed  where  it 
can  be  avoided.  Wooden  mauls  must  be  used  wherever  their 


SPECIFICATIONS  FOR  STEEL  HOTEL  BUILDING.       403 

use  is  possible.  Care  must  also  be  exercised  to  prevent  the 
material  from  falling  or  from  being  in  any  way  subjected  to 
heavy  shocks. 

Especial  care  must  be  used  to  keep  the  columns  plumb  and 
in  proper  line  during  erection,  and  they  must  be  plumbed  to 
the  satisfaction  of  the  architects  and  engineers  as  often  as  may 
be  desired.  In  case  the  columns  are  not  kept  plumb  the  entire 
work  of  erection  shall  stop  at  the  written  order  of  the  architect 
to  that  effect,  and  the  measures  to  be  employed  to  remedy  the 
defect  must  be  approved  by  the  architect  before  the  erection  pro- 
ceeds.1 

The  sections  of  columns,  truss  members,  beams  or  girders 
must  nowhere  be  cut  without  first  obtaining  the  approval  of  the 
engineers. 

Every  failure  of  the  material  to  come  together  properly  must 
be  noted  and  reported  daily  to  the  engineers.  If  any  serious 
difficulty  occurs  during  erection,  it  must  be  reported  to  the  en- 
gineers before  any  unexpected  measures  are  used  to  meet  the 
difficulty. 

The  plan  or  scheme  for  the  erection  of  the  trusses,  and  the 
material  connected  to  the  trusses  must  be  submitted  to  the  engi- 
neers, before  the  iron  work  is  erected  above  the  ground  floor, 
for  their  approval. 

Pilot  nuts  must  be  used  in  entering  all  pins. 

After  the  truss  members  are  put  in  position,  before  they  are 
materially  shadowed  by  temporary  flooring  or  any  other  con- 
struction, and  after  all  surfaces  are  thoroughly  dried  by  the 
heat  of  the  sun,  they  shall  be  protected  by  waterproof  canvas, 
tarred  paper,  or  other  materials  from  further  exposure  to  the 
weather.  Such  protection  to  continue  until  those  parts  of  the 
building  are  under  the  cover  of  the  other  construction  of  the 
building.  Such  protection  is  desired  to  prevent  water  from 
lodging  and  remaining  in  the  concealed  parts  -of  the  work.  Any 
inaccuracy  in  the  matching  of  the  holes  in  the  column  splices 
must  be  removed  by  reaming  and  not  by  drifting. 

Temporary  timber  bracing  must  be  put  in  the  building  wher- 
ever required  by  the  architect  or  the  engineers. 

The  entire  work  of  erection  must  be  done  to  the  satisfaction 
of  both  the  architects  and  the  engineers. 

*  Probibly  the  worst  practice  in  the  erecfon  of  architectural  iron  work  is  the  very 
common  us«  of  shims  in  the  joints  between  (he  successive  column  sections,  thus  con- 
centrating the  loads  on  the  opposite  sides  of  the  cross-section.  The  columns  are  usually 
kept  plumb  in  this  manner,  but  the  practice  is  extremely  vicious,  and  should  not  be 
allowed.  If  the  faces  of  the  ends  are  properly  planed  or  milled  off,  and  the  base  plate 
is  set  exactly  level,  it  will  not  be  necessary  to  use  shims.  The  greatest  difficulty  is 
in  setting  the  bed  plate  in  a  truly  horizontal  plane.  The  ord;nary  carpenter's  level  is 
not  sufficiently  delicate  for  this  purpose.  These  specifications  are  not  explicit  on  thesa 
points.—  AUTHOR. 


404:  COMPLETE  SPECIFICATIONS. 

178.  Specifications  for  the  Machinery  and  Track  Construc- 
tion of  an  Electric  Railway.  The  following  specifications 
for  the  machinery  for  an  electric  railway  were  prepared  by  Mr. 
B.  J.  Arnold,  consulting  electrical  engineer  of  Chicago,  for  the 
St.  Charles  Street  Railroad  Company,  of  New  Orleans,  in 
1895. 

The  specifications  for  track  construction  were  prepared  by 
Mr.  Richard  McCulloch,  M.  E.,  engineer  of  various  street  rail- 
roads in  St.  Louis.  Both  are  thought  to  be  the  best  of  their 
kind,  and  are  here  added  in  the  second  edition  of  this  work : 

in  General.  179.  Specifications  for  Engines.    The  engines 

that  are  purchased  under  these,  specifications  will 
be  erected  in  complete  running  order  on  founda- 
tions furnished  by  the  purchaser  in  the  power 
house  of  the  railroad  company,  located  on  the 
switch  of  a  steam  railroad  at  New  Orleans,  La. 

sizes.  Propositions  will  be  considered  on  each  of  the 

following  sizes  and  types  of  engines : 

Proposition  No.  I.  On  three  250  horse  power 
self-contained  compound  condensing  tandem  or 
cross  engines.  Each  capable  of  delivering  250 
horse  power  to  its  generator,  when  running  at  a 
speed  of  150  revolutions  per  minute  at  a  piston 
speed  of  not  less  than  550  feet  nor  more  than  700 
feet  per  minute,  with  an  initial  pressure  of  125 
pounds  per  square  inch  in  the  steam  chest  of  the 
high  pressure  cylinder.  The  valve  motion  of  each 
engine  to  be  capable  of  cutting  ofT  automatically 
from  naught  to  three-quarter  stroke. 

Each  engine  to  be  provided  with  a  cast  iron 
bed  plate  which  shall  cover  the  entire  top  of  the 
foundations  and  have  a  projecting  arm  or  exten- 
sion of  sufficient  size  to  carry  the  electric  gener- 
ator which  may  be  purchased  to  be  direct-con- 
nected to  the  engine. 

The  point  of  cut-off  is  not  specified,  but  the 
contractor  shall  state  in  his  proposition  what 
economy  in  water  consumption  he  will  guarantee 
his  engine  to  perform  when  working  at  the  above 
initial  steam  pressure  and  exhausting  into  a 
vacuum  of  12  pounds  below  atmosphere,  in  ac- 
cordance with  the  conditions  for  a  test  herein- 
after mentioned. 


SPECIFICATIONS  FOR  ENGINES.  405 

By  horse  power  is  meant  actual  power  deliv- 
ered by  engine  to  the  generator,  and  riot  indicated 
horse  power  in  the  steam  cylinders. 

Proposition  No.  2.  On  three  engines  of  the 
same  horse  power,  design,  conditions  and  guar- 
antees, but  to  run  at  250  revolutions  per  minute. 

Proposition  No.  j.  On  three  engines  of  the 
same  design,  but  built  to  deliver  200  horse  power 
each  to  the  generator  at  a  speed  of  150  revolu- 
tions per  minute.  Same  conditions  and  guaran- 
tees as  Proposition  No.  I. 

Proposition  No.  4.  On  three  engines  of  200 
horse  power  each  to  run  at  250  revolutions  per 
minute.  Same  design,  conditions  and  guarantees 
as  Proposition  No.  I. 

Proposition  No.  5.  On  three  250  horse  power 
compound  condensing  cross  or  Tandem  or  re- 
leasing valve  type  of  engines,  designed  to  run  at 
a  speed  of  100  revolutions  per  minute,  to  be 
direct  connected  to  generators,  which  will  be 
mounted  on  the  engine  shaft  between  out-board 
bearing  and  the  fly-wheel.  Same  conditions  and 
guarantees  as  Proposition  No.  I. 

Proposition  No.  6.  On  three  250  horse  power 
Corliss  or  releasing  valve  engines  similar  to  those 
called  for  in  Proposition  No.  5,  but  to  run  at  80 
revolutions  per  minute.  Same  conditions  and 
guarantees  as  Proposition  No.  I. 

Proposition  No.  f.  Three  200  horse  power 
Corliss  or  releasing  valve  type  of  engines,  similar 
to  those  called  for  in  Proposition  No.  5,  but  to 
run  at  100  revolutions  per  minute.  Same  condi- 
tions and  guarantees  as  Proposition  No.  I. 

Proposition  No.  8.  Three  200  horse  power 
Corliss  or  releasing  valve  type  of  engine,  similar 
to  those  called  for  in  Proposition  No.  5,  but  to 
run  at  80  revolutions  per  minute.  Same  condi- 
tions and  guarantees  as  Proposition  No.  I. 

Proposition  No.  p.  On  one  500  horse  power 
Tandem  compound  condensing  Corliss  or  releas- 
ing valve  type  of  engine  to  run  at  a  speed  of  80 
revolutions  per  minute,  and  one  250  horse  power 
Tandem  compound  condensing  Corliss  or  releas- 
ing valve  type  of  engine  to  run  at  80  revolutions 


406 


COMPLETE  SPECIFICATION 


Regulation. 


Fly  Wheels. 


per  minute.  Same  conditions  and  guarantees  as 
Proposition  No.  I. 

The  500  horse  power  is  to  be  a  center  crank 
engine  and  so  arranged  as  to  carry  a  generator  on 
each  side. 

The  250  horse  power  engine  is  to  be  a  side 
crank  engine  and  carries  the  generator  on  but  one 
side.  The  frame,  main  working  parts  and  low 
pressure  cylinder  of  this  engine  shall  be  designed 
extra  heavy  so  that  high  pressure  steam  can  be 
admitted  to  the  low  pressure  cylinder,  so  as  to 
practically  double  the  power  of  the  engine  in  case 
of  an  emergency.  Suitable  pipe  connections  and 
an  auxiliary  throttle  valve  will  be  made  to  the  live 
steam  pipe  by  the  contractor.  The  receiver  and 
all  receiver  connections  will  also  be  built  strong 
enough  to  sustain  the  extra  pressure. 

Proposition  No.  10.  On  one  400  horse  power 
Tandem  compound  condensing  Corliss  or  releas- 
ing valve  type  of  engine,  designed  to  run  at  a 
speed  of  80  revolutions  per  minute,  and  one  200 
horse  power  Tandem  compound  condensing  Cor- 
liss or  releasing  valve  type  of  engine  at  80  revo- 
lutions per  minute.  Same  design  of  engine  as 
called  for  in  Proposition  No.  9,  and  to  fulfill  the 
same  gurantees  as  called  for  in  Proposition  No.  i. 

Cross  Compound  Engines.  The  bidders  shall 
also  submit  figures  on  cross  compound  engines 
under  Propositions  Nos.  I  and  5. 

All  engines  furnished  shall  be  provided  with 
governing  mechanisms  which  shall  be  capable  of 
automatically  varying  the  point  of  cut-off  from 
naught  to  three-quarter  stroke,  as  the  load  re- 
quires, and  of  controlling  the  speed  within  rea- 
sonable limits.  The  bidder  shall  state  his  guar- 
antee on  regulation  with  the  engines  ranging 
from  half  load  to  full  load,  and  from  full  load 
to  no  load. 

All  Corliss  or  releasing  valve  engines  shall 
govern  on  both  high  and  low  pressure  cylinders. 

All  engines  furnished  will  be  provided  with  fly 
wheels  instead  of  belt  or  band  wheels,  and  the 
specifications  for  each  engine  shall  state  the  di- 
ameter and  weight  of  the  wheels  which  the  con- 
tractor proposes  to  furnish.  It  should  be  remem- 
bered by  the  bidder  that  these  engines  are  de- 


SPECIFICATIONS  FOR  ENGINES. 


407 


signed  for  electric  railway  work,  and  that  the  fly 
wheel  should  be  proportioned  for  such  work. 

The  condensers  and  air  pumps  will  be  fur- 
nished by  the  purchaser  but  in  case  the  Corliss 
engines  running  not  over  100  revolutions  per 
minute  are  purchased,  it  may  be  desirable  to 
drive  the  boiler  feed,  air  and  circulating  pumps 
direct  from  a  rock  shaft  driven  from  the  cranks 
or  cross-heads  of  the  engines,  and  the  bidder  will 
state  how  much  additional  will  be  charged  on 
Propositions  5,  6,  7,  8,  9  and  10  for  such  addi- 
tion. He  will  state  in  a  general  way  how  he  pro- 
poses to  build  the  pumps. 

He  will  also  state  how  much  additional  will  be 
charged  on  each  proposition  in  case  he  furnishes 
an  independent  jet  or  surface  condenser  with 
each  engine  and  all  necessary  pipe  work  to  con- 
nect the  condensers  with  the  engines.  The  steam 
and  water  connections  to  be  brought  to  the  con- 
densers by  the  purchaser. 

Each  engine  will  be  provided  with  suitable  oil 
cups  or  lubricating  devices,  and  each  steam 
cylinder  provided  with  a  sight  feed  cylinder  lub- 
ricator and  one  hand  pump. 

In  case  of  side  crank  engines  the  cranks  will 
be  provided  with  a  separate  floor  stand  and  re- 
turn oiling  tube  to  be  the  center  of  the  crank  pin. 

One  complete  set  of  brass  oil  cans  and  tray  for 
the  same  shall  be  considered  a  part  of  each  propo- 
sition, together  with  all  necessary  wrenches,  etc., 
for  properly  taking  care  of  the  engines. 

Each  engine  will  be  provided  with  a  throttle 
valve  on  the  high  pressure  cylinder  and  have  a 
flange  fitted  to  the  exhaust  opening,  threaded  to 
receive  the  proper  sized  exhaust  pipe. 

Each  engine  will  be  provided  with  a  complete 
set  of  nickel  plated  gauges,  having  1 2-inch  dials, 
of  the  Ashcroft,  Crosby  or  Schaffer  &  Buden- 
berg  manufacture,  or  others  equally  as  good,  con- 
sisting of  the  following : 

One  steam  gauge. 

One  vacuum  gage. 

One  compound  receiver  gauge. 

Each  receiver  shall  be  provided  with  an  auto- 
matic safety  valve  which  will  relieve  the  receiver 
of  extra  pressure. 


Conde 


Lubricating  De- 
vices and  Tools. 


Throttle  Valve. 


Safety  Valve. 


408 


COMPLETE  SPECIFICATIONS. 


Indicator. 


Foundation 

Eolts. 


Test.. 


Specifications. 


Drawings. 


Inspection. 


Payment. 


Each  proposition  shall  include  one  Crosby, 
Tabor  or  Thompson  steam  engine  indicator. 

The  contractor  will  furnish  a  complete  set  of 
foundation  bolts  with  nuts  and  washers  for  each 
engine.  These  bolts  to  be  delivered  at  the  power 
house  site  within  thirty  days  from  the  date  of  the 
awarding  of  the  contract. 

The  engines  to  be  tested  as  follows.  First,  on 
a  constant  load  at  their  rated  capacity.  Second, 
in  actual  practice  on  electric  railroad  work. 

The  contractor  in  making  his  guarantee  will 
base  it  upon  the  constant  load  basis  when  the  en- 
gine is  delivering  its  full  rated  power,  but  he  will 
also  state  what  economy  can  be  obtained  from  his 
engine  when  working  on  a  variable  load  such  as 
electric  railroad  work. 

In  case  it  is  found  impracticable  by  the  engi- 
neer who  conducts  the  test  on  the  engines,  to 
determine  accurately  the  delivered  power,  it  will 
be  taken  as  8  per  cent,  less  than  the  indicated 
horse  power  of  the  engines  as  shown  by  indicator 
diagrams,  on  Tandem  engines,  and  n  per  cent, 
on  cross  compound  engines. 

The  contractor  should  submit  detail  specifica- 
tions with  each  proposition  which  shall  state  the 
class  of  material  and  workmanship  that  will  enter 
into  the  construction  of  the  engine  which  he  pro- 
poses to  furnish  under  these  specifications. 

The  contractor  shall  furnish  to  the  consulting 
engineer  of  the  purchaser  complete  set  of  blue 
prints  within  two  weeks  from  the  date  of  the 
awarding  of  the  contract,  of  each  engine,  giving 
all  necessary  information  regarding  the  engines, 
to  enable  him  to  properly  lay  out  the  foundations 
for  same. 

All  the  machinery  purchased  under  these  speci- 
fications will  be  subject  to  the  inspection  and  ap- 
proval of  the  purchaser. 

The  above  machinery  will  be  paid  for  as  fol- 
lows: 

One-quarter  cash  on  arrival  of  the  machinery 
at  the  power  house  side  track  at  New  Orleans; 
one-quarter  cash  on  the  successful  starting  of  the 
engines,  and  the  balance  within  60  days  from  said 
date,  provided  the  requirements  have  been  ful- 


SPECIFICATIONS  FOR  BOILER&  409 

filled  and  they  have  been  accepted  by  the  pur- 
chaser. 

All  engines  furnished  under  these  specifications  Tirmjof  comply 
shall  be  erected  in  complete  working  order  on 
foundations  furnished  by  the  purchaser,  on  or 
before  the  first  day  of  July,  1895,  and  it  is  under- 
stood that  a  forfeiture  of  $25  per  day  as  liqui- 
dated damages  shall  be  deducted  from  the  con- 
tract price  for  each  and  every  day  after  said  date 
that  the  engines  are  unable  to  operate  success- 
fully, it  being  understood  that  the  contractor  is 
not  to  be  delayed  in  erecting  or  starting  the  en- 
gines by  the  purchaser.  B.  J.  A. 

1 80.  Specifications  for  Boilers.     The  boilers  i*»  General. 

called  for  under  these  specifications  will  be 
erected  in  complete  working  order  on  foundations 
furnished  by  the  purchaser  in  the  power  station 
building  located  on  a  steam  railroad  side  track  in 
New  Orleans,  La. 

Propositions  will  be  considered  on  the  follow-   Size* 
ing  sizes : 

Proposition  No.  I.  On  three  boilers  capable 
of  developing  250  horse  power  each  on  a  basis  of 
thirty  pounds  of  water  per  horse  power  converted 
from  100  degrees  Fahr.  into  steam  at  70  pounds 
per  square  inch. 

Proposition  No.  2.  On  three  200  horse  power 
boilers.  Same  rating  and  conversion. 

All  boilers  furnished  shall  be  of  the  horizontal   Type 
water  tube  type. 

The  shells  shall  be  of  first  quality  of  low  carbon 
steel  of  Otis  or  Shoenberg  manufacture,  or  other 
equally  as  good,  having  a  tensile  strength  of 
about  60,000  pounds  per  square  inch,  and  each 
sheet  shall  have  the  maker's  name  stamped  where 
it  will  be  plainly  visible. 

All  tubes  entering  into  the  construction  of  the 
boilers  shall  be  of  first-class  quality,  and  the 
bidder  shall  state  what  make  of  tubes  he  will  use. 

The  successful  bidder  will  be  required  to  re- 
place all  tubes  that  burn  out  within  90  days  from 
the  date  of  the  starting  of  the  boiler,  provided  it 
is  sho;vn  that  the  boilers  were  not  forced  beyond 
their  capacity  during  the  said  90  days. 


4:10  COMPLETE  SPECIFICATIONS. 

Each  boiler  will  be  provided  with  one  Ashcroft,. 
Crosby  or  Schaffer  &  Budenberg  nickel  plated 
steam  gauge  or  other  equally  as  good,  which 
shall  have  a  dial  not  less  than  12  inches  in  dia- 
meter. 

One  water  column  complete  with  three  gauge 
cocks  and  glass  water  gauge. 

The  water  column  shall  have  a  quick  opening 
valve  in  each  pipe  leading  to  it  so  as  to  shut  the 
steam  or  water  off  quickly  in  case  of  an  accident. 

Each  boiler  shall  also  be  provided  with  an  Ash- 
croft  or  other  standard  pop  safety  stop  valve,  and 
to  be  provided,  if  possible,  with  some  form  of 
strainer  or  purifier  where  the  feed  water  enters 
the  boilers. 

Each  set  of  boilers  called  for  in  the  above  prop- 
ositions shall  be  furnished  with  one  complete  set 
of  firing  irons  and  flue  blower  or  cleaner.  As- 
bestos seated  blow-off  cocks  and  all  other  valves 
which  usually  accompany  boilers,  with  the  excep- 
tion of  steam  and  feed  water  connections,  will  be 
furnished  by  the  contractor. 
Heating  Surface,  All  boilers  shall  be  provided  with  at  least  n1/* 

square  feet  of  heating  surface  per  horse  power. 
Settings.  In  case  the  boilers  are  so  designed  as  to  be  set 

in  batteries  of  three,  and  be  easily  accessible  for 
cleaning,  they  will  be  set  in  brick  work  close  to- 
gether with  wall  on  the  outside  provided  with  air 
space  and  with  fire  brick  walls  between  the  boil- 
ers. In  case,  however,  there  are  side  doors  on 
the  boilers,  the  settings  will  be  scr  arranged  that 
two  of  the  boilers  will  be  set  in  one  battery  and 
the  third  one  set  by  itself,  but  so  provided  that  a 
fourth  boiler  can  be  added  in  the  future  without 
having  to  change  the  present  setting. 

All  outside  walls  shall  be  of  red  pressed  brick. 

The  boiler  settings  shall  be  lined  throughout 
with  good  quality  of  fire  brick  extending  the  en- 
tire length  of  the  boiler. 

The  bridge  wall  will  also  be  lined  with  fire 
brick. 

The  contractor  will  state  how  much  additional 
will  be  charged  for  each  boiler  in  case  a  mechan- 
ical stoker  or  Hawley  Down-Draft  Furnace  is 
adopted.  He  will  name  the  make  of  stoker  which 
he  proposes  to  furnish. 


SPECIFICATIONS  FOR  CONDENSERS  AND  PUMPS.      41 1 

The  boilers  shall  be  designed  to  carry  a  work-   steam  pressure, 
ing  pressure  of  140  pounds  and  shall  be  tested  to 
250  hydrostatic  pressure. 

Each  proposition  will  be  accompanied  by  com-   Specifications, 
plete  detail  specifications  giving  the  §izes  of  the 
principal  parts  of  the  boilers,  the  grate  surface 
and  the  number  of  square  feet  of  heating  sur- 
face of  each  boiler. 

Specifications  will  also  state  the  quality  of  ma- 
terial and  workmanship  that  will  be  furnished 
and  give  a  detail  statement  of  the  attachments 
that  will  go  with  each  boiler. 

The  above  boilers  will  be  subject  10  the  inspec-   inspection, 
tion  and  approval  of  the  purchaser. 

All  of  the  material  called  for  will  be  erected  in  Time, 
complete  working  order  at  New  Orleans,  La.,  on 
or  before  the  first  day  of  July,  1895.  It  is  under- 
stood that  a  forfeiture  of  $25  per  day  as  liqui- 
dated damages  will  be  deducted  from  the  contract 
price  for  each  and  every  day  after  said  date  that 
the  purchaser  is  unable  to  successfully  operate 
his  plant  through  the  boilers  not  being  ready  to 
run,  it  being  understood  that  the  contractor  will 
not  be  delayed  by  the  purchaser. 

Payments  to  be  made  as  follows:  One-quarter  Payment 
cash  on  delivery  of  boilers  at  the  power  house  of 
the  purchaser;  one-quarter  upon  the  successful 
starting  of  the  plant  and  the  balance  within  60 
days  from  the  date  of  successful  starting,  pro- 
vided the  boilers  have  been  accepted  by  the  pur- 
chaser. B.  J.  A. 

1 8 1.  Specifications      for      Condensers     and   in  General. 
Pumps.    All  the  machinery  furnished  under  these 
specifications  will  be  delivered  F.  O.  B.,  cars  at 
the  power  house  of  the  railroad  company  in  New 
Orleans,  La.,  on  or  before  the  first  day  of  June, 

1895- 

Proposals  will  be  received  on  the  following 

sized  condensers: 

Proposal  No.  I.  On  one  independent  steam 
driven  jet  or  surface  condenser,  which  shall  be 
capable  of  condensing  the  steam  from  750  horse 
power  of  engines.  Said  engines  to  be  compound 
and  to  receive  steam  at  125  pounds  initial  pres- 
sure on  the  high  pressure  cylinder,  and  consume 


412 


COMPLETE  SPECIFICATIONS. 


Pumps. 


Specifications. 


1 8  pounds  of  water  per  horse  power  per  hour. 
The  condenser  to  be  capable  of  maintaining  a 
vacuum  of  27"  for  18  hours  continuously  when 
working  at  the  above  capacity  and  receiving  the 
circulating  or  injection  water  at  a  temperature 
of  sixty  degrees  Fahr.  with  pumps  running  at  a 
piston  speed  not  exceeding  sixty  feet  per  minute. 

Proposal  No.  2.  On  three  jet  or  surface  con- 
densers having  a  capacity  of  250  horse  power 
each,  same  design,  conditions  and  guarantees  as 
Proposal  No.  i. 

Proposal  No.  j.  On  one  500  horse  power  jet 
or  surface  condenser  and  one  250  horse  power 
jet  or  surface  condenser,  same  guarantees,  condi- 
tions, etc.,  as  Proposal  No.  I. 

Proposal  No.  4.  On  one  jet  or  surface  con- 
denser having  a  capacity  of  600  horse  power. 
Same  conditions  and  guarantees  as  Proposal 
No.  i. 

Proposal  No.  5.  On  one  jet  or  surface  con- 
denser having  a  capacity  of  400  horse  power  and 
one  of  200  horse  power.  Same  conditions  and 
guarantees  as  Proposal  No.  i. 

Proposal  No.  6.  On  three  jet  or  surface  con- 
densers having  a  capacity  of  200  horse  power 
each.  Same  conditions  and  guarantees  as  Pro- 
posal No.  i. 

Propositions  will  also  be  received  on  the  fol- 
lowing sized  Independent  steam  driven  feed 
pumps. 

On  two  outside  packed,  single  acting,  brass 
plunger  boiler  feed  pumps  having  a  capacity  suffi- 
cient to  deliver  20  gallons  of  water  per  minute 
when  supplied  with  steam  under  125  pounds  pres- 
sure, and  delivering  water  against  the  same  pres- 
sure, and  running  at  a  piston  speed  not  exceeding 
60  feet  per  minute. 

The  contractor  will  also  submit  propositions 
on  duplex  pumps. 

Each  bidder  will  submit  with  his  proposition 
complete  specifications  giving  in  detail  the  special 
construction  of  his  machine  and  in  case  of  sur- 
face condensers  will  state  the  number  of  square 
feet  of  cooling  surface  which  will  be  furnished. 
He  will  also  state  the  diameter  and  stroke  of  the 


SPECIFICATIONS  FOR  ECONOMIZERS,  413 

air  and  circulating  pumps  and  steam  cylinders. 
Brass  or  composition  piston  rods  must  be  fur- 
nished for  the  steam  and  water  ends  of  both  the 
condensers  and  boiler  feed  pumps. 

The  above  machinery  will  be  subject  to  the  in-    inspect to^and 
spection  and  approval  of  the  purchaser  or  his  duly 
authorized  representative.  B.  J.  A. 

182.  Specifications  for  Economizers.  The  in  General, 
economizers  furnished  under  these  specifications 
will  be  erected  in  complete  running  order  in  brick 
work  furnished  by  the  contractor,  on  foundations 
furnished  by  the  purchaser  in  the  power  house 
of  the  railroad  company  at  New  Orleans,  La.,  on 
or  before  the  first  day  of  June,  1895.  A  side  track 
from  a  steam  railroad  will  extend  to  the  power 
house. 

The  economizer  will  be  of  500  horse  power  and  Genprai  Design, 
placed  in  a  passage  way  leading  from  the  boilers 
to  the  smokestack  and  will  consist  of  vertical 
cast  iron  tubes,  arranged  in  such  a  manner  that 
their  ends  can  be  removed  so  as  to  make  the  in- 
terior of  the  tubes  easily  accessible  for  cleaning. 
Each  tube  shall  have  some  form  of  mechanical 
scraper  traveling  the  full  length  of  the  tube  to 
remove  soot,  and  the  series  of  scrapers  shall  be 
operated  by  one  electric  motor  or  independent 
steam  engine  which  shall  be  furnished  by  the  con- 
tractor. 

The  contractor  shall  give  the  length,  outside  Tubes, 
and  inside  diameters,  of  the  tubes  and  the  number 
which  he  proposes  to  furnish.  He  will  also  give 
the  method  of  casting  the  pipes,  making  of  joints, 
and  general  specifications  describing  the  machine. 
No  tubes  will  be  used  which  are  not  cast  on  end 
and  made  of  thoroughly  first-class  quality  of  fine 
grey  cast  iron. 

He  will  state  the  number  of  valves  and  kind   valves, 
which  he  proposes  to  furnish  with  his  economizer. 
Nothing  but  bronze  seated  gate  valves  shall  be 
used  in  the  steam  or  water  pipes  leading  to  and 
from  the  economizer. 

The  purchaser  will  furnish  all  pipe  work  lead-   ripe  work, 
ing  to  the  outlet  and  inlet  of  the  economizer,  but 
the  contractor  will  furnish  all  other  valves  and 
additional  piping  required. 


COMPLETE  SPECIFICATIONS. 


Quaiantee. 


Inspection  u. 
Approval. 


In  General. 


The  contractor  will  state  what  fuel  economy  he 
will  guarantee  to  save  over  an  ordinary  boiler  set- 
ting which  has  no  economizer,  provided  the  tem- 
perature of  the  gases  delivered  to  the  economizer 
are  as  follows : 

First.  With  gases  at  450  degrees  Fahr. 

Second.  With  gases  at  550  degrees  Fahr. 

Third.  What  temperature  the  economizer  will 
deliver  water  to  the  boiler  when  receiving  water 
at  no  degrees  Fahr.  with  the  gases  entering  the 
economizer  at  450  degrees  Fahr. 

Fourth.  With  gases  entering  the  economizer 
at  550  degrees  Fahr. 

All  tubes  furnished  shall  be  tested  to  an  hy- 
draulic pressure  of  350  pounds  per  square  inch 
before  being  shipped  from  the  company's  works, 
and  after  the  economizer  has  been  put  in  opera- 
tion it  will  be  tested  by  the  purchaser's  engineer 
to  ascertain  whether  or  not  it  complies  with  these 
specifications. 

All  material  that  proves  defective  within  thirty 
days  from  the  date  of  the  successful  starting  of 
the  machine,  shall  be  replaced  by  the  contractor 
without  expense  to  the  purchaser. 

The  contractor  shall  guarantee  to  protect  the 
purchaser  from  suits  for  infringements  of  patents. 

All  material  furnished  under  these  specifica- 
tions shall  be  subject  to  the  inspection  and  ap- 
proval of  the  purchaser.  B.  J.  A. 

183.  Specifications  for  Electric  Generators. 

The  machines  that  will  be  purchased  under  these 
specifications  will  be  erected  in  complete  running 
order  on  foundations  furnished  by  the  purchaser, 
in  the  power  house  of  the  St.  Charles  Street  Rail- 
road Company,  located  on  a  side  track  of  a  steam 
irailroad  in  New  Orleans,  La.  The  exact  loca- 
tion of  the  power  house  not  yet  being  determined 
it  is  impracticable  to  designate  the  road  on  which 
the  track  will  be  located. 

Propositions  will  be  considered  on  each  of  the 
following  sizes  and  types  of  generators : 

Proposition  No.  I.  On  three  200  kilowatts 
direct-connected  multipolar  railway  generators, 
designed  to  give  an  electrical  output  of  400  am- 
peres at  500  volts  when  running  at  a  speed  of  150 
revolutions  per  minute. 


SPECIFICATIONS  FOR  ELECTRIC  GENERATOR& 

These  generators  will  operate  at  a  potential 
varying  from  500  to  550  volts,  but  the  kilowatt 
rating  shall  be  based  on  a  potential  of  500  volts. 

Each  generator  shall  be  provided  with  suitable 
projecting  lugs  for  attaching  to  the  cast-iron  base 
of  the  engine  to  which  it  will  be  direct-connected. 

Means  must  be  provided  for  slipping  the  field 
pieces  off  the  armature  side-wise,  or  by  separating 
the  fields  in  a  vertical  plane  in  halves  and  sliding 
them  away  from  the  armature,  or  by  separating 
the  fields  on  a  horizontal  plane  so  the  top  piece 
can  be  lifted  off  and  suitable  removable  blocks 
put  between  the  lower  field  piece  and  the  engine 
bed  or  foundations  so  that  by  removing  these 
blocks  the  field  casting  can  be  lowered  sufficiently 
to  allow  the  field  coils  to  be  slipped  off. 

No  bearings  will  be  furnished  with  the  gener- 
ator, as  the  armature  will  be  carried  directly  on 
the  engine  shaft.  The  bore  of  the  armature  hub 
will  be  given  by  the  purchaser.  The  generators, 
however,  should  have  their  own  brush  supporting 
-devices  which  should  be  attached  to  the  fields  of 
the  machine  so  as  to  make  it  unnecessary  to  at- 
tach the  brush  holder  brackets  to  the  engine  cast- 
ings. In  case  the  latter  is  necessary,  however, 
the  expense  for  such  attachment  will  be  borne  by 
the  contractor. 

Proposition  No.  2.  On  three  generators  of  the 
same  design  as  called  for  in  proposition  No.  I, 
but  to  run  at  250  revolutions  per  minute. 

Proposition  No.  3.  On  three  200  kilowatt  gen- 
erators of  the  same  design  as  called  for  in  Propo- 
sition No.  I,  but  to  run  at  a  speed  of  100  revolu- 
tions per  minute. 

Proposition  No.  4.  On  three  200  kilowatt  gen- 
erators to  run  at  a  speed  of  80  revolutions  per 
•minute.  Same  design  and  conditions  as  Propo- 
sition No.  I. 

Proposition  No.  5.  On  three  generators  of  the 
same  design,  but  to  have  a  capacity  of  150  kil- 
owatts, and  to  run  at  a  speed  of  150  revolutions 
per  minute. 

Proposition  No.  6.  On  three  generators  of  150 
kilowatt  capacity  each,  to  run  at  a  speed  of  250 
revolutions  per  minute. 


416 


COMPLETE  SPECIFICATIONS. 


Efficiency. 


Heating. 


Regulation. 


Station  Equip- 
ment. 


Proposition  No.  7.  On  three  150  kilowatt  gen- 
erators similar  to  those  called  for  tinder  Propo- 
sition No.  I,  but  to  run  at  100  revolutions  per 
minute. 

Proposition  No.  8.  On  three  150  kilowatt  gen- 
erators similar  to  those  called  for  under  Propo- 
sition No.  i,  but  to  run  at  80  revolutions  per 
minute. 

The  contractor  shall  state  in  each  proposition 
the  efficiency  his  generators  will  give,  and  it  must 
be  in  the  form  of  a  guarantee. 

By  efficiency  is  meant  the  result  that  is  obtained 
by  dividing  the  total  energy  in  kilowatts  delivered 
on  the  switchboard  of  the  station  by  the  mechan- 
ical horse  power  delivered  to  the  armature  of  the 
generator,  due  allowance  being  made  for  the  loss 
in  the  mains  leading  from  the  generator  brushes 
to  the  switchboard.  The  power  delivered  to  the 
armature  shall  be  taken  as  the  indicated  horse 
power  in  the  cylinders  of  the  engine,  as  meas- 
ured by  the  engine  indicator,  less  the  indicated 
power  required  to  drive  the  engine  and  gener- 
ator running  light  or  with  no  load. 

The  generators  shall  be  capable  of  giving  their 
full  capacity  for  a  period  of  18  hours  in  continu- 
ous operation  without  serious  sparking  at  the 
brushes,  and  without  raising  the  temperature  of 
the  armature  or  field  coils  more  than  72  degrees 
Fahr.  above  the  surrounding  atmosphere. 

The  machine  shall  be  self-exciting  and  shall 
maintain  a  practically  constant  voltage  with  the 
load  varying  from  half  to  full  load  "when  driven 
at  a  uniform  speed.  They  shall  be  able  to  run  in 
multiple  with  each  other  and  divide  the  load  pro- 
portionately among  them  without  it  being  neces- 
sary for  the  attendant  to  adjust  regulating  de- 
vices. 

With  each  generator  shall  be  furnished : 

One  main  switch  of  suitable  capacity  for  the 
machine. 

One  automatic  circuit  breaker. 

One  lightning  arrester. 

One  Weston  illuminated  dial  ammeter  reading 
to  500. 

One  field  rheostat. 


SPECIFICATIONS  FOR  ELECTRIC  GENERATOEa        417 

One  four  point  potential  switch. 

And  with  each  complete  proposition  the  fol- 
lowing : 

One  Weston  volt  meter  reading  from  o  to  650 
volts. 

One  Weston  illuminated  dial  shunted  station 
or  bus  ammeter  reading  to  2,000  amperes. 

Seven  feeder  panels,  each  one  to  have  the  fol- 
lowing instruments  upon  it: 

One  Maine  switch  to  carry  250  amperes. 

One  Weston  illuminated  dial  ammeter  reading 
250  amperes. 

One  automatic  circuit  breaker,  suitable  for 
panel,  and  such  minor  details  as  go  to  complete 
the  system  of  the  contractor. 

All  to  be  mounted  upon  marbleized  slate  panels 
of  suitable  size  to  build  into  a  switchboard.  No 
wood  or  other  combustible  material  can  be  used 
in  the  construction  of  'these  instruments. 

Carbon  brushes  are  preferred,  and  when  carbon  Brurtw. 
brushes  are  used  brush  holders  shall  be  so  de- 
signed as  to  clamp  the  carbon  brush  securely  and 
have  a  practically  solid  connection  to  binding 
post  from  which  the  flexible  cables  lead  to  switch- 
board. The  object  being  to  prevent  heating  of 
the  brushes  and  the  electrical  loss  common  to 
some  machines  faulty  in  this  respect.  Should  the 
type  of  generator  bid  upon  be  such  as  to  necessi- 
tate copper  brushes  the  builder  of  said  machine 
will  state  fully  how  such  brushes  are  made  and 
secured. 

The  contractor  shall  furnish  the  engine  builder,   Templates, 
free  of  cost  to  the  purchaser,  a  template  for  each 
machine,  giving  the  bore  of  the  armature  hub  and 
key-seating  for  same. 

The  contractor  shall  furnish  a  thoroughly  com-  Expert, 
petent  expert  to  superintend  the  erection  of  the 
generators,  who  shall  remain  in  charge  of  the 
generators  for  thirty  days  after  they  have  started. 
He  shall  give  all  necessary  information  to  such 
men  as  may  be  designated  by  the  purchaser,  to 
enable  them  to  properly  operate  the  generators 
during  the  said  thirty  day  period. 

Contractor  will  furnish  all  necessary  labor  and 
material    for   erecting   the   generators   complete 
27 


418 


COMPLETE  SPECIFICATIONS. 


Inspection  and 
Approval. 


Test 


Payments. 


Tim* 


Specifications. 


InweneraL 


ready  to  operate,  and  for  connecting  the  gener- 
ators with  the  switchboard. 

The  above  machinery  will  be  subject  to  the  in- 
spection of  the  purchaser,  who  shall  have  the  au- 
thority to  decide  whether  or  not  the  machinery 
conforms  to  these  specifications. 

An  accurate  test  will  be  made  when  the  gener- 
ators are  in  proper  condition  to  work  and  it  is  in- 
tended that  the  guarantee  made  by  the  contractor 
will  be  fulfilled. 

Payments  will  be  made  as  follows :  One-quarter 
cash  on  arrival  of  machinery  at  the  power  station 
site  at  New  Orleans ;  one-quarter  on  the  success- 
ful starting  of  the  plant  and  the  balance  within 
sixty  days  thereafter,  provided  the  generators 
have  been  approved  and  accepted  by  the  pur- 
chaser. It  is  understood  of  course  that  the  con- 
tractor will  not  be  delayed  in  starting  his  ma- 
chines by  the  purchaser. 

The  above  material  to  be  delivered  in  running 
order  on  or  before  the  first  day  of  July,  1895,  and 
it  is  understood  that  the  contractor  will  forfeit 
$25  per  day  as  liquidated  damages  for  each  and 
every  day  after  the  above  date  that  his  work  re- 
mains incomplete. 

Each  bidder  will  submit  a  detailed  specification 
of  the  machines  which  he  proposes  to  furnish.  It 
is  the  intention  of  the  writer  of  these  specifica- 
tions to  draw  them  broad  enough  to  permit  any 
manufacturer  of  first-class  machinery  to  bid  upon 
the  generators,  but  if  any  one  is  prohibited  from 
bidding  by  any  clause  in  the  specifications,  they 
may  submit  a  proposition  pointing  out  the  pro- 
hibitive clause,  and  their  bid,  if  the  machinery  is 
of  first-class  construction,  will  be  considered.  It 
is  understood,  however,  that  the  speed  here  given 
can  not  be  varied  from  to  any  great  extent. 

B.  J.  A. 

184.  Specifications  for  Electric  Motors.    The 

motors  that  will  be  purchased  under  these  speci- 
fications will  be  delivered  by  the  contractor  at  the 
factory  of  the  car  builder,  which  will  be  located 
in  the  vicinity  of  Philadelphia,  New  York,  Cleve- 
land or  St.  Louis.  The  cars  may  be  manufact- 
ured at  some  other  point  than  the  ones  mentioned, 


SPECIFICATIONS  FOR  ELECTRIC  MOTORa  419 

but  the  contractor  will  deliver  the  motors  as 
above  specified,  provided  the  cars  are  built  with- 
in one  hundred  miles  of  one  of  the  above  points. 

Propositions  will  be  considered  on  the  follow-   size* 
ing: 

Proposition  No.  I.  On  40-500  volt  constant 
potential  single  reduction  electric  motors  having 
a  rated  capacity  of  25  horse  power  each,  and  cap- 
able of  exerting  a  horizontal  drawbar  pull  of 
1,170  pounds,  when  running  at  a  speed  of  eight 
miles  per  hour,  or  a  drawbar  pull  of  625  pounds 
when  running  at  a  speed  of  fifteen  miles  per  hour. 

The  average  speed  of  the  motors  will  be  be- 
tween eight  and  ten  miles  per  hour  and  the  max- 
imum speed  about  fifteen  miles  per  hour. 

Proposition  No.  2.  On  40-500  volt  constant 
potential  single  reduction  electric  motors  having 
a  rated  capacity  of  30  horse  power  each,  and  cap- 
able of  exerting  a  horizontal  drawbar  pull  of 
1,400  pounds  when  running  at  a  speed  of  eight 
miles  per  hour,  or  750  pounds  when  running  at 
a  speed  of  fifteen  miles  per  hour. 

The  contractor  shall  state  what  current  will  be   Current, 
required  by  the  motors  at  a  potential  of  500  volts 
when  developing  the  power  indicated  above,  on 
a  straight,  level  and  clean  track. 

Each  motor  furnished  shall  be  of  the  latest   Typ«  Of  Motor. 
form  and  design  of  water-proof  motor  built  by 
the  manufacturer. 

All  gearing  used  in  connection  with  the  motors   Gearing, 
and  car  axle  shall  be  cut  gears.     The  pinion  on 
the  armature  to  be  made  of  steel  and  the  gear  at- 
tached to  the  car  axle  shall  be  made  of  such  ma- 
terial as  the  contractor  sees  fit  to  recommend. 

Each  motor  will  be  mounted  upon  a  single  car,  Auxiliaries, 
making  a  total  of  forty  cars  to  be  equipped  with 
one  motor  each,  and  with  each  motor  shall  be 
furnished  a  complete  set  of  gears  for  attaching  to 
the  car  axle.  Two  controlling  stands  with  suit- 
able rheostats,  blow-out  devices  and  other  auto- 
matic attachments  for  successful  working.  One 
trolley  with  iron  pole  and  bronze  wheel  with 
plumbago  bearings.  The  trolley  pole  to  be  pro- 
vided with  suitable  base  and  springs  for  attach- 
ing to  the  car  top.  One  lightning  arrester,  one 


4:20 


COMPLETE  SPECIFICATIONS. 


Labor. 


Heating  and 
Sparking. 


fuse  block,  two  overhead  switches  for  making 
and  breaking  the  circuit,  and  all  necessary  wiring 
in  the  car  body,  and  underneath  the  seats  to  suit- 
ably connect  the  controller,  rheostat  and  motor 
for  successful  operation,  and  such  other  special 
devices  as  may  be  necessary  to  conform  to  the 
standard  system  of  the  bidder. 

The  contractor  will  furnish  all  necessary  labor 
to  mount  the  motors  on  the  car  axles  at  the 
works  of  the  car  manufacturer.  Do  all  the  car 
wiring  (except  for  lights)  necessary  to  connect 
the  motors  to  the  controllers  and  rheostats  and 
otherwise  equip  the  car  for  successful  operation. 

The  motors  shall  be  capable  of  performing  the 
work  required  of  them,  as  given  in  these  speci- 
fications in  ordinary  service,  for  a  period  of  18 
hours  in  continuous  operation  without  raising  the 
temperature  of  the  armatures  or  the  field  coils 
to  more  than  75  degrees  Fahr.  above  the  sur- 
rounding atmosphere,  and  shall  do  their  work 
without  excessive  sparking  at  the  commutator 
brushes. 

The  type  of  motor  considered  as  standard  in 
these  specifications  is  a  single  reduction  motor 
geared  direct  to  the  car  axle,  and  when  this  class 
of  motor  is  used  it  shall  be  suspended  upon  some 
flexible  connection  which  will  relieve  the  car  axle 
of  as  much  weight  as  possible,  and  the  contractor 
will  state  in  his  proposition,  so  far  as  practical, 
the  method  or  special  design  which  he  proposes 
to  use  in  mounting  the  motors. 

In  case  the  manufacturer  should  furnish  single 
motor  geared  to  both  axles  under  these  specifica- 
tions, the  bidder  shall  state  fully  the  method 
which  will  be  used  in  mounting  and  supporting 
the  motors. 

Care  and  Trucks.  The  car  bodies  and  trucks  will  be  furnished  by 
the  purchaser  but  the  motors  are  expected  to 
handle  an  18  foot  closed  car  body  when  fully 
loaded,  and  to  pull  the  trailer  when  necessary 
on  a  level  track  around  ordinary  curves. 

The  bidder  will  state  the  number  of  revolutions 
per  minute  that  his  armature  will  run  when  driv- 
ing a  car  mounted  on  33  in.  wheel  at  a  speed  of 
eight  miles  per  hour. 

The  33  in.  wheels  will  be  used  throughout  and 


Mounting. 


Speed  of  Arma- 
tures. 


Wheels. 


SPECIFICATIONS  FOR  ELECTRIC  MOTORa  421 

the  motors  and  gearing  are  so  proportioned  as 
to  exert  their  rated  capacity  with  this  diameter 
of  wheel. 

The  contractor  will  state  the  diameter  of  the  winding, 
wire  used  in  the  armature  and  whether  or  not  the 
armature  is  wound  with  one  or  more  windings 
through  each  slot,  and  if  two  or  more  wires  are 
used  in  such  slot,  whether  or  not  they  are  con- 
nected in  multiple  on  the  commutator  strips.  He 
will  also  give  the  diameter  of  the  wire  used  on 
the  field  coils. 

The  contractor  will  deliver  these  motors  to  the  D«Uveiy. 
car  manufacturer  within  ninety  days  from  the 
date  of  the  awarding  of  the  contract,  and  the 
motors  will  be  shipped  from  the  factory  of  the 
car  builder  to  New  Orleans  by  the  car  manufact- 
urer, and  hauled  to  the  car  barn  or  placed  therein 
by  the  purchaser,  where  suitable  pits  will  be  pro- 
vided for  cleaning  and  repairing  the  motors. 

When  the  contractor  has  received  notice  from 
the  purchaser  that  he  is  ready  to  open  the  road 
for  traffic  he  (the  contractor)  shall  send  a  thor- 
oughly competent  expert  or  electrical  engineer  to 
New  Orleans  to  superintend  the  starting  and 
operation  of  the  motors  and  give  instructions 
to  the  employees  of  the  railroad  company  for  a 
period  of  thirty  days  which  shall  be  known  as  the 
trial  period.  All  expenses  and  salary  of  said  ex- 
pert to  be  borne  by  the  contractor. 

As  soon  as  the  road  is  ready  for  operation  the  Tri*lpertod- 
purchaser  will  open  it  for  traffic  and  operate  the 
cars  thereon  for  a  period  of  thirty  days  to  de- 
termine whether  or  not  the  motors  will  do  the 
work  required  of  them  successfully  and  comply 
with  these  specifications.  During  this  period  the 
purchaser  will  furnish  all  necessary  employees 
and  power  for  operating  the  cars.  Said  em- 
ployees to  operate  the  motors  in  accordance  with 
instructions  of  the  contractor's  expert.  It  being 
understood,  however,  that  the  motors  must  make 
the  speed  and  do  the  work  called  for  under  these 
specifications  during  the  said  thirty  days.  All 
parts  of  the  motors  that  burn  out,  break,  or  other- 
wise prove  defective  aside  from  ordinary  wear 
and  tear,  during  the  said  thirty  days,  shall  be  re- 


422  COMPLETE  SPECIFICATIONS. 

placed  by  the  contractor  free  of  cost  to  the  pur- 
chaser. 

and  ^^e  macmnery  purchased  under  these  specifi- 
cations will  be  subject  to  the  inspection  and  ap- 
proval of  the  purchaser. 
Specification*  It  is  the  intention  of  the  writer  of  these  speci- 
fications to  have  them  sufficiently  broad  to  allow 
all  manufacturers  of  first-class  machinery  to  bid 
under  them  and  if  anything  in  them  seems  to  be 
prohibitive  the  bidder  will  submit  his  proposi- 
tion pointing  out  wherein  he  can  not  conform  to 
the  specifications.  He  will  also  submit  detailed 
specifications  giving  a  list  of  material  which  he 
proposes  to  furnish.  The  intention  of  these  spec- 
ifications being  only  to  definitely  state  the  work 
that  the  motors  will  be  required  to  do. 

B.  J.  A. 

General  Specifl-  185.  Specifications  for  the  Reconstruction  of 
oation.  a  Horse  Railway  Track  to  be  Used  as  an  Elec- 

tric Railway  in  a  City.  The  work  consists  in 
removing  the  existing  track  of  the  .  .  .  com- 
pany in  the  city  of  ...  and  replacing  it  with 
the  track  described  in  the  following  specifications. 
The  track  is  ...  feet  long  and  will  contain 
.  .  .  plain  curves,  .  .  .  branches  off  curves, 
.  .  .  electric  railroad  crossings  and  .  .  . 
steam  railroad  crossings.  The  contractor  will 
also  be  required  to  lay  the  tracks  in  the  car-shed 
and  the  special  work  connecting  the  car-shed 
tracks  with  the  tracks  in  the  street.  He  will  also 
furnish  and  erect  the  poles,  span  wires,  trolley 
wire  and  feeder  wire  as  herein  described. 

All  rails,  stringers  and  ties  taken  out  of  the  old 
track  shall  belong  to  the  railroad  company  and 
shall  be  delivered  by  the  contractor  either  at  the 
railroad  company's  yards,  or  forwarded  on  board 
cars  to  the  order  of  the  railroad  company  as  the 
engineer  may  elect. 

All  work  not  enumerated  in  these  specifications 
necessary  for  the  construction  of  a  first-class 
track  and  line  shall  be  performed  by  the  con- 
tractor. All  work  shall  be  done  under  the  su- 
pervision and  to  the  satisfaction  of  the  engineer 
of  the  railroad  company,  and  instructions  as  to 
details  given  by  the  engineer  or  his  representa- 


SPECIFICATIONS  FOR  ELECTRIC  RAILWAY. 


tive  shall  be  fully  carried  out.  No  bills  for  extra 
work  will  be  paid  except  for  extra  work  done  by 
the  written  order  of  the  engineer. 

The  contractor  shall  agree  to  protect  the  rail- 
road company  from  the  beginning  of  the  con- 
struction until  the  road  is  accepted  by  the  officers 
of  the  railroad  company  from  all  loss  of  material 
by  theft  and  from  all  damage  suits  and  claims 
arising  from  personal  injuries  or  property  losses 
sustained  in  the  construction  of  the  road.  The 
contractor  shall  also  agree  to  assume  the  liability 
in  any  suit  for  infringement  of  patent,  arising 
out  of  the  material  used  in  the  construction  of 
the  road  or  out  of  the  use  of  any  patented  process. 

The  railroad  company  will  secure  the  necessary 
permits  from  the  municipality  and  will  make  the 
necessary  crossing  arrangements  with  the  roads 
which  it  intersects.  The  contractor,  however, 
must  perform  all  work  in  accordance  with  city 
regulations,  and  shall  carry  out  any  instructions 
given  by  the  city  authorities. 

Where  it  is  not  herein  specified  that  the  mate- 
rial manufactured  by  a  certain  company  shall  be 
furnished,  the  contractor  shall  name  in  his  bid  the 
manufacturer  of  the  material  which  he  proposes 
to  furnish  and  wherever  possible  shall  submit 
samples. 

The  following  drawings  may  be  seen  at  the 
office  of  the  engineer.  (  i  )  General  map  of  route, 
showing  location  of  track  and  proposed  location 
of  poles.  (2)  Detail  drawings  of  crossings,  spe- 
cial work  and  car-shed  tracks.  (3)  Drawing 
showing  the  length,  route  and  tapping-in  points 
of  feeders. 

The  rails  shall  be  standard  girder  rails,  seven 
inches  in  height,  weighing  not  less  than  eighty 
pounds  per  yard.  These  rails  shall  be  delivered 
in  lengths  of  not  less  than  fifty-five  feet.  The 
ties  shall  be  of  white  oak,  sawed  six  by  eight 
inches  in  section  and  eight  feet  long.  Brace  tie- 
plates,  fitting  and  supporting  the  head  of  the  rail, 
shall  be  used.  The  joints  shall  be  cast-welded, 
but  the  contractor  shall  supply  enough  fish  plates 
for  use  on  the  rails  temporarily  as  herein  de- 
scribed. The  trolley  wire  shall  be  No.  oo  hard 


434 


COMPLETE  SPECIFICATIONS. 


Raid-bed. 


Track-work. 


drawn  copper  and  the  span  wire  No.  4  soft  iron 
wire  covered  with  weatherproof  insulation.  The 
guy  wire  shall  be  No.  6  iron  wire  covered  with 
the  same  insulation.  The  span  wire  shall  have  a 
tensile  strength  of  2,500  pounds  and  the  guy  wire 
a  tensile  strength  of  1,800  pounds. 

The  poles  shall  be  thirty  feet  long  and  shall  be 
made  of  steel  tubing.  Those  which  are  used  to 
support  curves  and  terminals  shall  be  made  of 
eight  inch,  seven  inch  and  six  inch  pipe  and  shall 
weigh  not  less  than  eight  hundred  pounds.  Poles 
used  only  for  supporting  span  wires  shall  be  made 
of  six  inch,  five  inch  and  four  inch  pipe  and  shall 
not  weigh  less  than  five  hundred  pounds.  Poles 
which  carry  feed  wires  shall  be  made  of  seven 
inch,  six  inch  and  five  inch  pipe  and  shall  weigh 
not  less  than  six  hundred  and  fifty  pounds.  All 
poles  shall  be  provided  with  caps  and  rings  to 
cover  the  joints. 

All  of  the  material  used  in  the  construction  of 
the  road  not  herein  enumerated  shall  be  of  stand- 
ard design  and  subject  to  the  approval  of  the 
engineer. 

For  double  track  an  excavation  18  feet  wide 
and  1 8  inches  deep  shall  be  made,  and  for  single 
track  an  excavation  9  feet  wide  and  18  inches 
deep.  Into  this  shall  be  placed  4  inches  of  crushed 
rock  or  gravel  and  rolled  until  solid.  Clean  rock 
which  has  been  excavated  from  the  street  may  be 
used  for  this  purpose. 

The  ties  shall  be  spaced  24  inches  between  cen- 
ters. A  tie  shall  be  placed  underneath  each  joint. 

The  rails  shall  be  laid  4  feet  and  10  inches  be- 
tween gauge  lines.  Where  there  is  double  track, 
the  distance  between  the  gauge  lines  of  the  inside 
rails  shall  be  5  feet  and  4  inches.  Brace  tie  plates 
shall  be  placed  under  the  rail  at  each  tie  and  care 
taken  that  the  brace  is  firmly  against  the  rail  be- 
fore spiking.  The  ties  shall  be  securely  tamped 
with  crushed  rock  or  gravel  until  the  top  of  the 
rail  is  at  the  established  grade  of  the  street  and 
the  track  carefully  lined  and  surfaced.  Both  rails 
shall  be  laid  level  by  means  of  a  straight-edge 
and  a  level.  For  lining  and  surfacing,  the  rails 
shall  be  temporarily  connected  by  fish  plates. 


SPECIFICATIONS  FOR  ELECTRIC  RAILWAY.  425 

The  cast-welded  joint  shall  be  used.  The  joint  Joint* 
shall  be  14  inches  long  and  the  casting  shall 
weigh  not  less  than  120  pounds.  The  iron  used 
for  this  purpose  shall  be  soft,  grey  pig.  No  scrap 
shall  be  used.  Immediately  before  casting  the 
joints,  the  rail-ends,  7  inches  back  of  the  joint, 
shall  be  thoroughly  cleaned  by  emery  wheels, 
sand  blast  or  some  other  mechanical  process. 
Care  must  be  taken  that  the  rail  ends  are  in  con- 
tact and  perfectly  in  line  before  the  joint  is  cast. 
Means  must  be  provided  for  holding  the  rail  in 
position  while  the  joint  is  cooling.  If  there  are 
slight  irregularities  in  the  rail  surface  after  the 
joint  is  cast,  they  may  be  removed  by  filing  the 
top  of  the  rail,  but  the  engineer  shall  have-  the 
right  to  reject  any  joint  which  is  not  in  line  or 
which  is  higher  or  lower  than  the  rail.  Joints  so 
rejected  shall  be  removed  by  sawing  the  rail  4  feet 
on  each  side  of  the  defective  joint.  A  piece  of 
new  rail  8  feet  long  shall  be  inserted  in  this  open- 
ing and  new  joints  cast  on  each  end  of  it  as  de- 
scribed above.  The  contractor  shall  guarantee 
all  cast- welded  joints  for  one  year  and  shall  re- 
pair, free  of  charge,  any  which  break  in  this  time. 
In  repairing  broken  joints,  if  the  opening  does 
not  exceed  I  inch,  the  old  joints  may  be  chipped 
off,  a  section  of  rail  fitting  the  opening  inserted, 
and  a  new  joint  cast  around  it,  the  same  precau- 
tions as  to  cleaning  and  preparing  the  joint  being 
followed  as  outlined  above.  If  the  opening  ex- 
ceeds i  inch,  the  joint  must  be  cut  out,  a  piece 
of  rail  8  feet  long  inserted  and  new  joints  cast 
upon  each  end  of  it. 

All  joints  shall  be  cast- welded  except  those  in 
the  special  work  and  crossings,  and  those  joints 
connecting  the  special  work  and  crossings  with 
the  straight  track.  These  joints  shall  be  supplied 
with  six-hole  fish  plates  fitting  the  section  of  rail 
which  is  used. 

The  special  work  shall  be  made  of  a  section  of  special  wort. 
rail  which  will  connect  with  the  rail  used  on  the 
straight  track  without  the  use  of  combination  fish 
plates.  Easement  curves  as  indicated  on  the 
drawings  shall  be  used  at  the  ends  of  all  curves 
where  the  radius  is  less  than  150  feet.  Curves  of 


426  COMPLETE  SPECIFICATIONS. 

less  radius  than  150  feet  shall  have  both  rails 
grooved ;  those  varying  in  radii  from  1 50  to  400 
feet  shall  have  the  inside  rail  grooved ;  and  those 
of  greater  radii  than  400  feet  may  be  sprung  from 
the  rail  used  on  the  straight  track.  Switches, 
mates,  frogs  and  crossings  shall  be  provided  with 
hardened  steel  plates  set  into  the  castings  to  takr. 
the  wear.  The  special  work  shall  be  laid  accord- 
ing to  the  measurements  given  on  the  drawings 
and  shall  be  made  to  line  in  neatly  with  the 
straight  track.  Wherever  necessary  the  con- 
tractor shall  furnish  special  ties,  long  enough  to 
support  the  special  work.  In  laying  special  work, 
the  directions  as  given  above  shall  be  carried  out, 
except  that  in  laying  curves  of  less  than  150  feet 
radius,  the  outside  rail  shall  be  laid  l/2  inch  higher 
than  the  inside  rail. 

Bonds.  The  contractor  will  not  be  required  to  bond  the 

cast-welded  joints.  All  joints  not  cast-welded 
shall  be  bonded  with  a  four  naught  bond  of  the 
.  .  .  type.  At  crossings  and  special  work,  each 
straight  rail  shall  be  connected  to  the  correspond- 
ing straight  rail  on  the  other  side  by  means  of  an 
insulated  copper  cable  of  500,000  c.  m.  cross-sec- 
tion. The  connection  between  the  cable  and  the 
rail  shall  be  made  by  means  of  a  copper  terminal, 
shown  on  the  feeder  drawing.  The  place  on  the 
rail  where  this  terminal  connects  shall  be  amal- 
gamated and  the  surface  of  the  terminal  shall  be 
amalgamated  and  coated  with  an  amalgam. 

Paving.  The  paving  shall  follow  the  welding  of  the 

joints  as  closely  as  possible.  The  road-bed  up. to 
the  tops  of  the  ties  shall  be  filled  with  crushed 
macadam,  rammed  in  place.  The  space  between 
the  tracks  of  a  double  track  shall  be  paved  with 
the  same  material  as  the  street  outside  the  tracks. 
The  space  between  the  rails  of  the  track  shall  be 
paved  with  granite  blocks,  six  inches  deep,  laid 
on  a  bed  of  sand.  The  space  outside  of  the  rails 
shall  be  paved  with  the  same  material  as  the  rest 
of  the  street.  In  all  cases  the  city  regulations  in 
regard  to  street  paving  shall  be  fully  carried  out 
and  the  work  shall  be  done  to  the  satisfaction  of 
the  city  authorities.  Paving  which  has  been  re- 
moved for  the  reconstruction  of  the  track  may  be 
replaced  by  the  contractor,  if  approved  by  the 


SPECIFICATIONS  FOR  ELECTRIC  RAILWAY.  427 

engineer.  All  old  paving  material  not  used  shall 
belong  to  the  contractor  and  shall  be  removed  by 
him.  Immediately  after  the  paving  is  finished 
the  contractor  shall  remove  all  dirt  from  the  street 
and  leave  it  in  a  neat  condition. 

During  the  building  of  the  road  the  contractor  street  to  be  Kepi 
shall,  at  his  own  expense,  put  in  temporary 
wagon  crossings  made  of  ties  whenever  required 
by  the  city  authorities.  He  shall,  as  far  as  pos- 
sible, keep  the  street  open  for  traffic  and  shall 
supply  the  necessary  signal  lamps  and  watchmen. 

OVERHEAD  CONSTRUCTION. 

Poles  supporting  the  straight  line  shall  be  set  polea- 
in  a  hole  6  feet  6  inches  deep  and  18  inches  in 
diameter.  Poles  supporting  curves  shall  be  set  in 
a  hole  6  feet  6  inches  deep  and  24  inches  in  di- 
ameter. The  space  around  the  poles  shall  be  filled 
with  concrete,  composed  of  i  part  of  cement, 
2  parts  of  sand,  and  4  parts  of  crushed  rock.  In 
setting  poles,  the  top  of  the  pole  shall  be  given  a 
rake  of  8  inches  from  the  vertical.  City  regula- 
tions in  regard  to  setting  poles  shall  be  strictly 
complied  with.  The  sidewalk  at  the  base  of  the 
pole  must  be  restored  to  its  original  condition. 
Before  erection,  poles  and  cross-arms  shall  re- 
ceive one  coat  of  asphalt  paint  and  after  erection 
shall  receive  another. 

The  trolley  wire  shall  be  placed  as  nearly  as  Line  Work, 
possible  over  the  center  of  the  track  and  shall  not 
be-  less  than  18  or  more  than  20  feet  above  the 
rail.  The  trolley  wire  shall  be  anchored  at  all 
curves  and  crossings.  The  hangers,  strain  in- 
sulators, feeder  yokes  and  all  other  overhead  ap- 
pliances shall  be  of  the  manufacture  of  .  . 
The  connection  bet-ween  the  span  wire  and  the 
pole  shall  be  through  a  strain  insulator.  Strain 
insulators  shall  be  placed  in  all  guy  wires,  and 
pull-off  wires.  All  joints  in  the  trolley  wire 
shall  be  made  at  suspensions  by  means  of  splic- 
ing ears.  No  splicing  sleeves  shall  be  used. 

The  trolley  wire  over  curves  must  be  so  located 
that  the  trolley  wheel  rounds  the  curve  without 
leaving  the  wire.  Pull-offs  must  be  located  as 
designated  by  the  engineer.  Where  necessary, 


428 


COMPLETE  SPECIFICATIONS. 


Crossings. 


Lightning 
Arresters. 


Section  Insulat- 
ors 


Feeders. 


the  contractor  shall  furnish  switches  and  cross- 
ings to  be  located  in  the  trolley  wire  at  turn-outs. 

At  crossings  with  other  roads,  where  their  con- 
sent can  be  obtained,  live  crossings  will  be  in- 
stalled, and  cut-outs  placed  in  the  trolley  wire. 
Where  this  consent  can  not  be  obtained,  the  con- 
tractor will  install  insulated  crossings  of  a  de- 
sign to  be  approved  by  the  engineer. 

Lightning  arresters  shall  be  located  along  the 
track,  two  to  each  mile.  They  shall  be  of  the 
manufacture  of  ...  and  the  engineer  shall 
designate  their  exact  location  and  the  manner 
in  which  they  shall  be  connected  with  the  trolley 
and  feeder  wires,  and  the  manner  in  which  they 
shall  be  grounded. 

Section  insulators  of  the  manufacture  of  ... 
shall  be  placed  in  the  trolley  wire  in  the  positions 
shown  on  the  map  of  the  route  of  the  road. 

Feeders  shall  be  furnished  according  to  the 
drawing.  The  cross-arms  shall  be  of  iron  and  of 
an  ornamental  design.  They  shall  receive  one 
coat  of  paint  before  erection  and  another  after 
erection.  The  pins  for  the  straight  line  shall  be 
of  locust,  and  those  supporting  feed  wire  on 
curves  shall  be  made  of  steel.  The  insulators 
shall  have  recesses  in  the  top  for  the  support  of 
the  feed  wire  and  shall  be  of  the  manufacture  of 
.  .  .  Feed  wires  shall  be  pulled  up  neatly  and 
shall  be  protected  from  abrasion  by  trees  or  other 
poles.  Each  feeder  shall  be  drawn  into  the  power 
house  and  left  long  enough  to  connect  with  its 
proper  switch  on  the  feeder  board.  The  con- 
tractor, however,  will  not  be  required  to  make 
this  connection.  The  contractor  shall  also  fur- 
nish and  install  the  cables  for  ground  feeders,  in 
the  location  shown  on  the  feeder  drawing.  The 
connection  between  the  ground  feeder  and  the 
rail  shall  be  made  by  means  of  a  brass  terminal, 
the  dimensions  of  which  are  shown  on  the  feeder 
drawing.  The  surface  of  the  brass  terminal  shall 
be  amalgamated  and  the  terminal  shall  be  bolted 
to  an  amalgamated  area  on  the  rail.  The  con- 
tractor shall  leave  the  ends  of  ground  feeders 
long  enough  to  connect  with  the  switchboard, 
but  he  will  not  be  required  to  make  this  connec- 


SPECIFICATIONS  FOR  ELECTRIC  RAILWAY. 


429 


General  Specifi- 
cations. 


Material. 


tion.    The  feeder  line  shall  be  guyed  where  nec- 
essary as  the  engineer  may  direct.         R.  McC. 

186.  General  Specifications  for  the  Track 
and  Overhead  Constuction  for  an  Electric  Rail- 
way in  a  Country  Town.  This  work  consists  of 
the  laying  of  ...  feet  of  single  track,  con- 
taining .  .  .  curves  .  .  .  terminals  and 
.  .  .  diamond  turn-outs  in  the  city  of  ... 
It  also  includes  the  laying  of  the  tracks  and  spe- 
cial work  in  the  car-shed  and  the  erection  of  the 
poles,  span  wires,  trolley  wires  and  feeders. 

All  work  shall  be  done  under  the  supervision 
and  to  the  satisfaction  of  the  engineer  of  the  rail- 
road company.  Instructions  as  to  details  given 
by  the  engineer  or  his  representative  shall  be  fully 
carried  out.  No  bills  for  extra  work  will  be  al- 
lowed except  for  extra  work  done  by  the  written 
order  of  the  engineer. 

All  work  not  mentioned  in  these  specifications 
necessary  for  the  construction  of  a  first-class  road 
shall  be  performed  by  the  contractor.  He  will 
not  be  required  to  work  on  rainy  days,  but  it  is 
expected  that  he  will  push  the  work  to  its  earliest 
possible  completion. 

The  contractor  shall  agree  to  protect  the  rail- 
road company  from  the  beginning  of  the  con- 
struction until  the  road  is  accepted  by  the  officers 
of  the  railroad  company,  from  all  loss  of  material 
by  theft,  and  from  all  damage  suits  and  claims 
arising  from  personal  injuries  or  property  losses 
sustained  in  the  construction  of  the  road. 

In  making  his  bid,  the  contractor  shall  name 
the  manufacturer  of  the  material  which  he  pro- 
poses using  and  wherever  possible  shall  furnish 
samples. 

The  following  drawings  may  be  seen  at  the 
office  of  the  engineer.  ( I )  General  map  of  route, 
showing  location  of  track,  and  proposed  location 
of  poles.  (2)  Profile,  showing  the  necessary 
grading.  (3)  Detailed  drawings  of  special  work 
and  car-shed  tracks.  (4)  Drawing  showing  the 
location  and  sizes  of  the  feeders. 

The  rails  shall  be  Tee  rails,  weighing  sixty 
pounds  per  yard,  of  the  American  Society  of  Civil 
Engineers'  standard  section.  The  ties  shall  be  of 


430 


COMPLETE  SPECIFICATIONS. 


Grading. 


Road-bed. 


Ties. 


Track  Work. 


white  oak,  sawed,  6  by  8  inches  in  section  and 
8  feet  long.  Four-hole  angle  bars  fitting  this  sec- 
tion of  rail  are  to  be  used  at  rail  joints.  The  trol- 
ley is  to  be  No.  O,  hard  drawn  copper,  and  the 
span  wire  9-32"  galvanized  iron  cable.  The  poles 
are  to  be  of  white  cedar,  neatly  trimmed  and 
straight.  Those  for  straight  line  work  shall  be 
30  feet  long  with  6  inch  tops,  and  those  support- 
ing curves  or  terminals  shall  be  30  feet  long  with 
8  inch  tops.  All  other  material  used  in  this  work 
shall  be  of  standard  design,  and  shall  be  subject 
to  the  approval  of  the  engineer. 

Within  the  city  limits,  the  top  of  the  rail  shall 
conform  to  the  established  grade  of  the  street. 
Outside  of  the  city  limits,  the  grade  shown  on  the 
profile  will  be  followed.  Where  necessary,  grade 
stakes  to  guide  the  contractor  will  be  set  by  the 
engineer.  Where  the  track  is  either  above  or 
below  the  surface  of  the  roadway,  the  roadway 
for  4  feet  outside  the  rails  shall  be  graded  to  slope 
to  the  ends  of  the  ties. 

For  the  roadbed,  an  excavation  9  feet  wide  and 
16  inches  deep  shall  be  made.  Into, this  shall  be 
placed  3  inches  of  crushed  rock  or  gravel  and 
rolled  with  a  heavy  roller  until  solid.  In  macadam 
streets,  the  stone  which  is  taken  from  the  street 
may  be  used  for  this  purpose.  Where  there  is  a 
surplus  of  stone  in  the  street,  it  shall  be  moved 
forward  to  such  point  as  needed.  All  surplus 
dirt  shall  be  hauled  away  by  the  contractor  and 
the  street  left  in  a  neat  condition.  After  com- 
pleting the  track  the  roadbed  shall  be  filled  with 
broken  stone  or  gravel  to  the  top  of  the  rail.  The 
material  used  for  this  purpose  shall  be  clean  and 
free  from  dirt. 

The  ties  shall  be  spaced  39  inches  between  cen- 
ters, except  at  the  joints,  where  a  tie  shall  be 
placed  directly  under  the  joint,  with  another  tie 
on  each  side  of  it,  8  inches  from  it. 

The  rails  shall  be  laid  4  feet,  8^2  inches  be- 
tween gauge  lines,  and  at  turn-outs  where  there 
is  a  double  track,  the  distance  between  the  gauge 
lines  of  the  inside  rails  shall  be  6  feet.  The  rails 
shall  be  fastened  to  the  ties  by  two  hook  head 
spikes  at  each  point  where  a  rail  crosses  a  tie. 
The  center  of  the  track  shall  correspond  with  the 


SPECIFICATIONS  FOR  ELECTRIC  RAILWAY. 


431 


center  of  the  street  unless  otherwise  directed.  The 
ties  shall  be  securely  tamped  until  the  rail  is  at 
the  proper  grade,  and  the  track  shall  be  carefully 
lined  and  surfaced.  Both  rails  shall  be  laid  level 
by  means  of  a  straight  edge  and  a  level. 

Wherever  possible,  joints  shall  be  placed  oppo-  Joint* 
site  one  another.  The  angle-bars  shall  first  be 
placed  on  the  joints  so  that  the  track  may  be 
tamped,  lined  and  surfaced.  After  this  is  com- 
pleted, the  angle-bars  shall  be  removed  and  the 
bonds  placed  in  position.  All  lining  and  surfac- 
ing must  be  done  before  the  bonds  are  inserted. 
After  all  the  bolts  in  the  angle-bars  are  drawn  up 
as  tightly  as  possible,  one  man  shall  strike  the 
head  of -the  bolt  with  a  hammer,  while  another 
draws  up  on  the  nut  with  a  wrench.  This  opera- 
tion shall  be  repeated  with  each  bolt  until  the  nut 
can  not  be  turned.  The  tightening  of  these  bolts 
shall  be  the  last  operation  before  the  track  is 
filled  in. 

Special  work  shall  be  laid  according  to  the  Special  Work, 
measurements  given  on  the  drawings  and  must 
be  made  to  line  in  neatly  with  the  straight  track. 
At  turn-outs,  the  contractor  shall  furnish  special 
ties,  long  enough  to  support  the  switches,  mates, 
frogs  and  curved  rails.  In  laying  special  work, 
the  directions  as  already  given  shall  be  followed, 
except  that  in  laying  curves,  the  outside  rail  shall 
be  laid  ^  inch  higher  than  the  inside  rail. 

Each  joint  shall  be  bonded  with  a  four-naught 
stranded  bond  placed  beneath  the  joint  plate.  The 
bonds  shall  be  of  the  .  .  .  or  .  .  .  type. 
The  two  rails  of  the  track  shall  be  crossbonded 
every  300  feet  by  four-naught  bonds  of  the  same 
type.  At  turn-outs,  the  4  rails  shall  be  cross- 
bonded  twice.  If  the  holes  for  the  bonds  are 
punched  at  the  rail  mill,  they  must  be  reamed  out 
before  the  bonds  are  inserted. 

All  cross-walks  torn  up  in  the  construction  of 
the  road  shall  be  replaced  by  the  contractor  as 
soon  as  the  track  is  rilled. 

During  the  building  of  the  road,  the  contractor 
shall  at  his  own  expense  put  in  temporary  wagon 
crossings  made  of  ties  whenever  required  by  the 
city  authorities.  He  shall  also  as  far  as  possible 
keep  the  street  open  for  traffic. 


Bond* 


Cross- walk*. 


Temporary 
Grosainga, 


432 


COMPLETE  SPECIFICATIONS. 


Poles. 


Suspensions. 


Curves. 


Lightning 
Arresters. 


•feeders. 


OVERHEAD  CONSTRUCTION. 

All  poles  shall  be  set  6  feet  in  the  ground. 
Those  which  support  curves  or  terminals  shall  be 
set  in  concrete.  In  straight  line  work,  the  poles 
shall  be  spaced  not  more  than  115  feet  apart. 

The  trolley  wire  shall  be  placed  as  nearly  as 
possible  over  the  center  line  of  the  track.  The 
distance  from  the  rail  to  the  trolley  wire  shall 
not  be  less  than  18  feet  nor  more  than  20  feet. 
The  trolley  wire  shall  be  anchored  at  all  curves 
and  at  all  crossings.  The  connection  between 
the  span  wire  and  the  trolley  wire  shall  be  by 
means  of  a  hanger  of  standard  design  to  be  ap- 
proved by  the  engineer,  and  the  connection  be- 
tween the  hanger  and  the  trolley  wire  shall  be 
by  means  of  a  soldered  ear,  15  inches  long.  All 
joints  in  the  trolley  wire  shall  be  made  at  suspen- 
sions by  means  of  splicing  ears.  No  splicing 
sleeves  shall  be  used. 

The  trolley  wire  over  curves  must  be  so  located 
that  the  trolley  wheel  rounds  the  curve  without 
leaving  the  wire.  Pull-offs  must  be  located  not 
further  apart  than  4  feet.  Where  necessary,  the 
contractor  shall  furnish  crossings  and  switches  to 
be  located  in  the  trolley  wire  at  turn-outs. 

Lightning  arresters  shall  be  located  along  the 
track  not  more  than  3,000  feet  apart.  They  shall 
be  of  a  design  to  be  approved  by  the  engineer, 
who  shall  designate  their  exact  location  and  the 
manner  in  which  they  shall  be  connected  to  the 
feeders  and  trolley  wire.  They  shall  be  grounded 
by  means  of  a  No.  6  insulated  copper  wire,  sold- 
ered to  a  copper  plate  not  less  than  one  square 
foot  in  area,  buried  in  a  bed  of  wet,  crushed  char- 
coal, at  least  6  feet  deep  in  the  ground. 

Feeders  shall  be  furnished  according  to  th.- 
drawings  above  enumerated.  They  shall  be 
drawn  into  the  power  house  and  their  ends  left 
long  enough  to  connect  with  the  switchboard. 
The  contractor,  however,  will  not  be  required  to 
make  this  connection.  The  contractor  will  be  re- 
quired to  furnish  the  ground  feeders  for  connect- 
ing the  rails  with  the  switchboard.  He  will  make 
the  connection  with  the  rails  as  indicated  in  the 
feeder  drawing  and  will  leave  the  ends  of  these 
feeders  long  enough  to  connect  with  the  switch- 
board. R.  McC 


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BRIDGES.      433 

187.  General  Specifications  for  Steel  Highway 
Bridges  and  Viaducts.1  The  following  specifications  have 
been  adopted  for  highway  bridges  and  viaducts  by  the  American 
Bridge  Company,  they  having  been  drawn  by  Vice-President" C. 
C.  Schneider,  member  American  Society  Civil  Engineers.  They 
will  give  structures  from  20  to  25  per  cent,  heavier  than  those 
heretofore  commonly  erected  for  such  purposes.  The  require- 
ments provide  for  a  most  excellent  shop  practice  without  greatly 
increasing  the  cost,  provided  the  shop  is  properly  equipped  with 
modern  machine  tools.  It  will  be  noted  that  a  class  of  struct- 
ures is  provided  for  which  is  intended  to  cover  all  ordinary  de- 
mands. The  tables  given  at  the  end  of  this  specification  will 
be  found  especially  valuable  in  preparing  designs. 

GENERAL  DESCRIPTION. 

1.  Bridges  under  these  specifications  are  di-  ciassificatioa. 
vided  into  six  classes,  viz : 

Class  A. — For  city  traffic.  • 

Class  B. — For  suburban  or  interurban  traffic 

with  heavy  electric  cars. 
Class  C. — For  country  roads  with  light  electric 

cars  or  heavy  highway  traffic. 
Class  D. — For    country    roads    with    ordinary 

highway  traffic. 
Qass  Ei. — For    heavy    electric    street    railways 

only. 
Qass  £2. — For  light  electric  street  railways  only. 

2.  All  structures  to  be  of  rolled  steel,  except  the  Materhk 
flooring  and  wheel-guards  of  Classes  A,  B,  C,  Ei 

and  £2,  and  the  stringers,  flooring  and  wheel-guards 
of  Qass  D,  which  may  be  of  timber.  Cast  iron  or 
cast  steel  will  be  permitted  only  in  machinery  of 
movable  bridges  and  in  special  cases  for  shoes  and 
bearings. 

3.  The  following  types  of  bridges  are  recom- 
mended: 

For  spans  up  to  25  feet. — Rolled  beams. 

For  spans  from  25  to  40  feet. — Rolled  beams  or 
plate  girders. 

For  spans  from  40  to  80  feet. — Plate  or  lattice 
girders. 

For  spans  from  80  to  140  feet. — Lattice  girders. 

1  For  specification  for  Steel  Railroad  Bridges,  see  Art.  185,  p  450. 

28 


434 


COMPLETE   SPECIFICATIONS. 


Clearance 


Spacing  of 
Trusses 


Hand  railing. 

Natneplate. 
Floor  Brains. 
Stringers. 


Roadway 


For  spans  over  140  feet. — Lattice  girders  or  pin 
connected  trusses. 

4.  At  an  elevation  of  one  foot  and  over  above 
the  roadway,  the  clear  distance  between  trusses  shall 
be  at  least  14  inches  greater  than  the  width  of  the 
roadway  between  wheel-guards. 

5.  For  Classes  A,  B,  C,  Ei  and  £2  the  clear 
headroom  for  a  width  of  6  feet  over  each  track  shall 
not  be  less  than  15  feet,  for  Class  D  not  less  than  12^ 
feet,  above  the  floor. 

6.  For  bridges  carrying  electric  cars  the  clear 
width  from  the  centre  of  track  shall  not  be  less  than 
6|  feet  at  a  height  exceeding  i  foot  6  inches  above 
the  top  of  rails  where  the  tracks  are  straight. 

7.  In  determining  the  clearance  on  curves  the 
extreme  length  of  electric  car  shall  be  taken  as  45 
feet,  the  width  8  feet,  and  the  distance  between  cen- 
ters of  trucks  as  20  feet,  unless  otherwise  specified. 

8.  The  width  between  centers  of  trusses  shall  in 
no  case  be  less  than  one-twentieth  of  the  span  be- 
tween centres  of  end  pins  or  shoes. 

9.  A  strong  and  suitable  handrailing  shall  be 
placed  at  each  side  of  the  bridge,  except  where  plate 
girders  serve  the  same  purpose,  and  be  rigidly  at- 
tached to  the  superstructure. 

10.  Each  bridge  shall  have  such  name  plates 
suitably  inscribed  and  located,  as  may  be  required. 

11.  All  floor  beams  in  through  bridges  shall  be 
riveted  to  the  main  girders. 

12.  Steel  stringers  shall  preferably  be  riveted 
to  the  web  of  the  floor  beams. 

Wooden  joists  shall  not  be  less  than  3  inches 
thick,  shall  be  spaced  not  more  than  2^  feet  between 
centres,  and  shall  be  dapped  over  the  seat  angles  or 
floor  beams  to  exact  level.  In  the  latter  case  they 
shall  lap  by  each  other  over  the  full  width  of  the  floor 
beam,  and  shall  be  separated  \  inch  for  free  circula- 
tion of  air. 

13.  For  single  thickness  the  roadway  planks 
shall  not  be  less  than  3  inches  thick,  nor  less  than  one- 
twelfth  of  the  distance  between  stringers,  and  shall 
be  laid  transversely  with  \  inch  openings. 

14.  When  an  additional  wearing  surface  is  spe- 
cified for  the  roadway,  it  shall  be  I \  inches  thick,  and 
the  lower  planks,  of  a  minimum  thickness  of  2^ 
inches,  shall  be  laid  diagonally  and  with  J  inch  open- 
ings. 


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BEIDGE3.      435 

15.  Wheel-guards  of  a  cross-section    not   less  Whed~*wd§< 
than  6  inches  by  4  inches  on  each  side  of  the  roadway 

shall  be  provided.  They  shall  be  blocked  up  from 
the  floor  plank  with  blocks  2  inches  by  6  inches  by  12 
inches  long,  not  over  5  feet  apart  centre  to  centre, 
held  in  place  by  one  }  inch  bolt  passing  through  the 
centre  of  each  blocking  piece  and  securely  fastened 
to  the  stringer  below.  The  wheel-guards  shall  be 
spliced  with  half  and  half  joints  with  6  inches  lap 
over  a  blocking  piece. 

16.  The  footwalk  planks  shall  not  be  less  than 
2  inches  thick  nor  more  than  6  inches  wide,  spaced 
with  \  inch  openings. 

1 7.  All  plank  shall  be  laid  with  the  heart  side 
down;  shall  have  full  and  even  bearing  on  and  be 
firmly  attached  to  the  stringers. 

18.  For  bridges  of  Classes  A  and  B  a  solid  SoU* Fto0f- 
floor,  consisting  of  stone,  asphalt,  etc.,  on  a  concrete 

bed,  is  recommended.  For  this  case  the  flooring  will 
consist  of  buckle-plates  or  corrugated  sections,  and 
the  concrete  bed  shall  be  at  least  3  inches  thick  for 
the  roadway,  and  2  inches  thick  for  the  footwalk, 
over  the  highest  point  to  be  covered,  not  counting 
rivet  or  boltheads. 

19.  Buckleplates  shall  not  be  less  than  5-16 
inch  thick  for  the  roadway  and  J  inch  thick  for  the 
footwalk. 

20.  For  solid  floor  the  curb  holding  the  paving 
and  acting  as  a  wheel-guard  on  each  side  of  the  road- 
way shall  be  of  stone  or  steel  projecting  about  6 
inches  above  the  finished  paving  at  the  gutter.     The 
curb  shall  be  so  arranged  that  it  can  be  removed  and 
replaced  when  worn  or  injured.    There  shall  also  be 
a  metal  edging  strip  on  each  side  of  the  footwalks  to 
protect  and  hold  the  paving  in  place. 

21.  Provision  shall  be  made  for  drainage  clear  DraiB**«- 
of  all  parts  of  the  metal  work. 

22.  The  floor  of  bridges  of  Classes  Ei  and  £2 
shall  consist  of  cross-ties  not  less  than  6  inches  by  6 
inches,  spaced  with  openings  not  exceeding  6  inches 
and  securely  fastened  to  the  stringers  by  bolts.  There 
shall  be  guard  timbers  not  less  than  6  inches  by  6 
inches  on  each  side  of  each  track,  with  their  inner 
faces  not  less  than  9  inches  from  centre  of  rail. 
They  shall  be  notched  I  inch  over  every  tie,  and 
fastened  to  every  fourth  tie. 


COMPLETE   SPECIFICATIONS. 
LOADS. 

Deaf  Load.  23.     In  determining  the  weight  of  the  structure 

for  the  purpose  of  calculating  strains,  the  weight  of 
timber  shall  be  assumed  at  4  pounds  per  foot  B.  M., 
the  weight  of  concrete  and  asphaltum  at  130  pounds, 
of  paving  brick  at  150  pounds  and  of  granite  stone 
at  1 60  pounds  per  cubic  foot. 

The  rails,  fastenings,  splices  and  guard  timbers 
of  street  railway  tracks,  resting  on  cross-ties,  shall 
be  assumed  as  weighing  100  pounds  per  lineal  foot 
of  track. 

Lire  Load.  ^      The  bridges  of  the  different  classes  shall 

be  designed  to  carry,  in  addition  to  their  own  weight 
and  that  of  the  floor,  a  moving  load,  either  uniform 
or  concentrated,  or  both,  as  specified  below,  placed 
so  as  to  give  the  greatest  strain  in  each  part  of  the 
structure. 

CLASS  A. — City  Bridges. 

For  the  floor  and  its  supports,  on  each  street  car 
track  or  on  any  part  of  the  roadway,  a  concentrated 
load  of  24  tons  on  two  axles  TO  feet  centres  and  5 
feet  gauge  (assumed  to  occupy  a  width  of  12  feet), 
and  upon  the  remaining  portion  of  the  floor,  includ- 
ing foot  walks,  a  load  of  100  pounds  per  square  foot. 

For  the  trusses,  for  spans  up  to  100  feet,  1,800 
pounds  per  lineal  foot  of  each  car  track  (assumed  to 
occupy  12  feet  in  width),  and  100  pounds  per  square 
foot  for  the  remaining  floor  surface ;  for  spans  of 
200  feet  and  over,  1,200  pounds  for  each  lineal  foot 
of  track  and  80  pounds  per  square  foot  of  floor;  pro- 
portionally for  intermediate  spans.  (See  table  I.) 

CLASS  B. — Suburban  or  Interurban  Bridges. 

For  the  floor  and  its  supports,  on  any  part  gf  the 
roadway,  a  concentrated  load  of  12  tons  on  two  axles 
10  feet  centres  and  5  feet  gauge  (assumed  to  occupy 
a  width  of  12  feet),  or  on  each  street  car  track  a  con- 
centrated load  of  24  tons  on  two  axles  10  feet  cen- 
tres ;  and  upon  the  remaining  portion  of  the  floor,  in- 
cluding footwalks,  a  load  of  100  pounds  per  square 
foot. 

For  the  trusses,  for  spans  up  to  100  feet,  1,800 
pounds  per  lineal  foot  of  each  car  track  and  80 


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BBIDGES.      437 

pounds  per  square  foot  for  the  remaining  floor  sur- 
face; for  spans  of  200  feet  and  over  1,200  pounds 
for  each  lineal  foot  of  track  and  60  pounds  per 
square  foot  of  floor;  proportionally  for  intermediate 
spans.  (See  table  I.) 

CLASS  C. — Heavy  Country  Highway  Bridges. 

For  the  floor  and  its  supports,  on  any  part  of 
the  roadway,  a  concentrated  load  of  12  tons  on  two 
axles  10  feet  centres  and  5  feet  gauge  (assumed  to 
occupy  a  width  of  12  feet),  or  on  each  street  car 
track  a  concentrated  load  of  18  tons  on  two  axles 
10  feet  centres;  and  upon  the  remaining  portion  of 
the  floor,  including  footwalks,  a  load  of  100  pounds 
per  square  foot. 

For  the  trusses,  same  as  for  Class  B,  except  load 
on  car  tracks  for  spans  up  to  100  feet  will  be  1,200 
pounds  and  for  spans  of  200  feet  and  over,  1,000 
pounds.  (See  table  I.) 

CLASS  D. — Ordinary  Country  Highway  Bridges. 

For  the  floor  and  its  supports,  a  load  of  80 
pounds  per  square  foot  of  total  floor  surface  or  6  tons 
on  two  axles  10  feet  centres  and  5  feet  gauge. 

For  the  trusses,  a  load  of  80  pounds  per  square 
foot  of  total  floor  surface  for  spans  up  to  75  feet; 
and  55  pounds  for  spans  of  200  feet  and  over ;  pro- 
portionally for  intermediate  spans.  (See  table  I.) 

CLASS  El. — Bridges  for  Heavy  Electric  Street  Rail- 
ways only. 

For  the  floor  and  its  supports,  on  each  track  a 
load  of  24  tons  on  two  axles  10  feet  centres. 

For  the  trusses,  a  load  of  1,800  pounds  per  lineal 
foot  of  each  car  track  for  spans  up  to  100  feet;  and 
a  load  of  1,200  pounds  for  spans  of  200  feet  and 
over;  proportionally  for  intermediate  spans.  (Sec 
table  I.) 

CLASS  £2. — Bridges  for  Light  Electric  Street  RaU- 
ways  only. 

For  the  floor  and  its  supports,  on  each  track  a 
load  of  18  tons  on  two  axles  10  feet  centres. 

For  the  trusses,  a  load  of  1,200  pounds  per  lineal 
foot  of  each  car  track  for  spans  up  to  100  feet;  and 


COMPLETE  SPECIFICATIONS. 


a  load  of  1,000  pounds  for  spans  of  200  feet  and 
over;  proportionally  for  intermediate  spans.  (See 
table  I.) 

25.  To  compensate  for  the  effect  of  impact  and 
vibration,  25  per  cent,  of  the  maximum  strains  re- 
sulting from  the  above  mentioned  live  load  shall  be 
added  thereto. 

wind  Pressure.        26.     The  wind  pressure  shall  be  assumed  acting 
in  either  direction  horizontally: 

First.  At  30  pounds  per  square  foot  on  the  ex- 
posed surface  of  all  trusses  and  the  floor  as  seen  in 
elevation,  in  addition  to  a  horizontal  live  load  of  150 
pounds  per  lineal  foot  of  the  span  moving  across  the 
bridge. 

Second.  At  50  pounds  per  square  foot  on  the 
exposed  surface  of  all  trusses  and  the  floor  system. 
The  greatest  result  shall  be  assumed  in  proportioning 
the  parts. 

27.  For    longitudinal    bracing    of    structures 
carrying  street  railroads,  the  momentum  produced  by 
suddenly  stopping  the  train  shall  be  considered;  the 
coefficient  of  friction  of  wheels  sliding  upon  the  rails 
being  assumed  as  0.2. 

28.  When  the  structure  carrying  a  street  rail- 
road is  on  a  curve,  the  additional  effects  due  to  the 
centrifugal  force  shall  be  considered. 


Momentum  of 
Street  Cars. 


Centrifugal 
Force. 


Lean  Thick 
ness  of 
Materials. 

Permissible 

Tensile 

Strains 


Net  Sections 


PROPORTION  OF  PARTS.  . 

29.  No  material  shall  be  used  less  than  J  of  an 
inch  thick,  except  for  lining  or  filling  vacant  places. 

30.  All  parts  of  the  structure  shall  be  so  pro- 
portionecf  that  the  sum  of  the  maximum  loads,  to- 
gether with  the  impact,  shall  not  cause  the  tensile 
strain  to  exceed: 

On  soft  steel  15,000  pounds  per  square  inch. 
On  medium  steel  i7,ooo  pounds  per  square  inch. 

31.  The  same  limiting  unit  strains  shall  also  be 
used  for  members  strained  by  wind  pressure,  cen- 
trifugal force,  or  momentum  of  train,  if  any. 

32.  Net  sections  must  be  used  in  all  cases  in 
calculating  tension  members,  and,  in  deducting  rivet- 
holes,  they  must  be  taken  J  of  an  inch  larger  than 
the  size  of  the  rivets. 

33.  Pin    connected    riveted    tension    members 
shall  have  a  net  section  through  the  pin  hole  25  per 


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BRIDGES.       439 


cent,  in  excess  of  the  net  section  of  the  body  of  the 
member.  The  net  section  back  of  the  pin  hole  shall 
be  at  least  0.75  of  the  net  section  through  the  pin 
hole. 

34.  For  compression  members,  these  permissi- 
ble  strains  of  15,000  and  i7,ooo  pounds  per  square 
inch  shall  be  reduced  in  proportion  to  the  ratio  of  the 
length  to  the  least  radius  of  gyration  of  the  section 
by  the  following  formulae: 


For  soft  steel, 


For  medium  steel,       p=- 


15,000 


17,000 


where 


p  =  permissible  working  strain  per  square  Inch 

in  compression. 
1  —  length  of  pieces  in  inches,  centre  to  center 

of  connection. 
r  =  least   radius  of  gyration    of  the  section  in 

inches.     (See  table  V.) 

35.  No  compression   member,   however,   shall 
have  a  length  exceeding  120  times  its  least  radius  of 
gyration,  excepting  those  for  wind  bracing,  which 
may  have  a  length  not  exceeding  140  times  the  least 
radius  of  gyration. 

36.  The    reversal    of    strain    in    members    of 
bridges  of  Classes  A,  B,  C  and  D  need  not  to  be  con- 
sidered, but  the  members  shall  be  proportioned  for 
the  strain  giving  the  larger  section. 

For  bridges  of  Classes  Ei  and  E2  members  sub- 
ject to  alternate  strains  of  tension  and  compression  in 
immediate  succession  (as  counter-stresses  in  web 
members  or  chords  in  continuous  trusses)  shall  be 
so  proportioned  that  the  total  sectional  area  is  equal 
to  the  sum  of  areas  required  for  each  strain. 

37.  In  case  the  maximum  strains  due  to  wind, 
added  to  the  maximum  strains  due  to  vertical  loading 
(including    impact),    shall    exceed    the    following 
limits: 

On  soft  steel,  19,000  pounds  per  square  inch. 

On  medium  steel,  21,000  pounds  per  square 
inch,  properly  reduced  for  compression,  addition 
must  be  made  to  such  sections  until  these  limits  arc 
not  exceeded. 

The  permissible  strains  for  the  connections  shall 
be  increased  proportionately. 


Reversal  o| 

Strain*. 


Combined 
Strain*. 


140 


COMPLETE    SPECIFICATIONS. 


Transrerae 
Loading  of 
Tension  or 
Compression 

Member*. 


Shearing-  and 

Bearing 

Strain*. 


Field 
Connections. 


Bending 
Strains  on 
Pins. 


Fbttt  Girders. 


38.  Should  the  strains  be  reversed  in  any  possi- 
ble case,  proper  provision  must  be  made  for  such 
strains  in  the  opposite  direction. 

39.  When  the  floor  system  rests  directly  on  the 
top  or  bottom  chord,  the  latter  must  be  so  propor- 
tioned that  the  algebraic   sum  of  the   strains  per 
square  inch  on  the  outer  fibre,  resulting  from  the 
direct  compression  or  tension,  and  three  fourths  of 
the  maximum  bending  moment    (the   chord   being 
considered  as  a  beam  of  one  panel  length,  supported 
at  the  ends),  shall  not  exceed  the  before-mentioned 
limiting  strains  in  tension  or  compression,  the  proper 
amount  of  impact  being  added  to  each  kind  of  load- 
ing. 

40.  The  bending  moment  at  panel  points  shall 
be  assumed  equal  to  that  in  the  centre,  but  in  oppo- 
site direction. 

41.  All  other  members  which  are  subject  to 
direct  strain  in  addition  to  bending  moment  are  to 
be  similarly  calculated. 

42.  The  shearing  strain  on  rivets,  bolts  or  pins, 
per  square  inch  of  section,  shall  not  exceed  11,000 
pounds  for  soft  steel,  and  12,000  pounds  for  medium 
steel;  and  the  pressure  upon  the  bearing  surface  of 
the  projected  semi-intrados   (diameter  x  thickness) 
of  the  rivet,  bolt  or  pin  hole,  shall  not  exceed  22,000 
pounds  per  square  inch  for  soft  steel,  and  24,000 
pounds  for  medium  steel.     (See  table  VII.) 

43.  In  field  connections  the  number  of  rivets 
or  bolts  thus  found  shall  be  increased  25  per  cent, 
if  driven  by  hand,  but  10  per  cent,  for  rivets  driven 
by  power. 

44.  The  bending  strain  on   the  extreme  fibre 
of  pins  shall  not  exceed  22,000  pounds  per  square 
inch  for  soft  steel,  and  25,000  per  square  inch  for 
medium    steel,    when    centres    of   bearings    of    the 
strained  members  are  taken  as  the  points  of  applica- 
tion of  the  strains.     (See  table  VI.) 

45.  Plate  girders  shall  be  proportioned  on  the 
assumption  that  %  of  the  gross  area  of  the  web  is 
available  as  flange  area.       The  compressed  flange 
shall  have  the  same  sectional  area  as  the  tension 
flange;  but  the  unsupported  length  of  flange  shall 
not  exceed  20  times  its  width. 

46.  In  calculating  shearing  strains  and  bearing 
ttrains  on  web  rivets  of  plate  girders,  the  whole  of 


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BBIDGES. 

the  shear  acting  on  the  side  next  the  abutment  is  to 
be  considered  as  being  transferred  into  the  flange 
angles  in  a  distance  equal  to  the  depth  of  the  girder. 

47.  The  shearing  strain  in  web  plates  shall  not 
exceed  9,000  pounds  per  square  inch  for  soft  steel, 
and  10,000  pounds  per  square  inch  for  medium  steel. 

48.  The  web  shall  have  stiffeners  riveted  on 
both  sides,  with  a  dose  bearing  against  upper  and 
lower  flange  angles  at  the  ends  and  inner  edges  of 
bearing  plates,  and  at  all  points  of  local  and  con- 
centrated loads,  and  also,  when  the  thickness  of  the 
web  is  less  than  1-60  of  the  unsupported  distance 
between    flange   angles,    at   points    throughout   the 
length  of  the  girder,  generally  not  farther  apart  than 
the  depth  of  the  full  web  plate,  with  a  maximum 
limit  of  5  feet. 

49.  The  depth  of  rolled  beams  shall  in  no  case  Roiled  Beams. 
be  less  than  1-30  of  the  span. 

50.  The  fibre  strain  on  floor  timber  from  dead  Floor  Timber, 
and  live  load  without  impact  shall  not  exceed  1,200 

pounds  per  square  inch  on  yellow  pine  and  white  oak, 
and  1,000  pounds  per  square  inch  on  white  pine  and 
spruce. 

51.  Wherever  the  live  and  dead  load  strains  of  Precisions  for 
bridges  of  classes  Ei  and  E2  are  of  opposite  charac-  £?r«!seoi 
ter,  only  7o  per  cent,  of  the  dead  load  strain  shall  Q^oad  °* 
be  considered  as  effective  in  counteracting  the  live  EI  and  ES. 
load  strain. 

DETAILS  OF  CONSTRUCTION. 

52.  All  truss  bridges  shall  be  given  a  proper  camber 
camber. 

53.  All  sections  shall  preferably  be  made  sym-  Symmetrical 
metrical,  and  the  pins  placed  in  the  line  of  the  neu-  Sectk>ns 
tral  axis. 

54.  Adjustable  members  in  any  parts  of  struct-  Adjustable 
ures  shall  preferably  be  avoided. 

55.  All  through  spans  shall  have  stiff  end  verti-  Truss  Bridges 
cal  suspenders. 

56.  The  heads  of  eye-bars  shall  not  be  less  Eye  Bar 
in  strength  than  the  body  of  the  bar. 

57.  All  nuts  must  be  of  hexagonal  shape.  Nnu. 

58.  All  lateral  and  sway  bracing  shall  prefera-  Lateral  and 
bly  be  made  of  shapes  which  can  resist  compression  Sw 

as  well  as  tension. 


442 


COMPLETE  SPECIFICATIONS. 


Ports*. 


Diagonal 
Bracing. 


Gusset  Plato. 


Temperature. 


Bolsters  and 

Expansion. 

Roller*. 


FrictkM 
Plates. 


Red  Plates. 


facing  of 
Rivet*. 


59.  All  through  spans  with  top  lateral  bracing 
shall  have  portals  at  each  end  of  span,  connected 
rigidly  to  endposts.     They  shall  be  as  deep  as  the 
specified  head  room  will  allow,  and  provision  shall 
be  made  in  the  end  posts  for  the  bending  strain  pro- 
duced by  the  wind  pressure. 

60.  Deck  bridges  shall  have  diagonal  braces  at 
each  panel,  of  sufficient  strength  to  carry  half  the 
maximum  strain  increment  due  to  wind  and  centrifu- 
gal force,  if  any. 

61.  Pony  trusses   and   through   plate   girders 
shall  be  stayed  by  knee  braces  or  gusset  plates  at  the 
ends,  and  at  each  floor  beam  or  transverse  strut. 

62.  Provision  shall  be  made  for  a  free  expan- 
sion and  contraction  of  all  parts,  corresponding  to  a 
variation  of  150  degrees  Fahrenheit  in  temperature. 

63.  All  bridges  exceeding  100  feet  in  length 
shall  have  hinge  bolsters  on  both  ends  and  at  one  end 
nests   of   turned   friction   rollers,   running  between, 
planed  surfaces.       Rollers  will  not  be  less  than  3 
inches  in  diameter;  and  the  pressure  per  lineal  inch 
of  roller,  including  impact,  shall  not  exceed  1200  J~d 
for  steel  rollers  between  steel  surfaces  (d=  diameter 
of  roller  in  inches). 

64.  For  bridges  less  than  TOO  feet  in  length, 
one  end  shall  be  free  to  move  upon  smooth  surfaces. 

65.  Bed  plates  shall  be  so  proportioned  that  the 
pressure  upon  masonry  (including  impact)  will  not 
exceed  400  pounds  per  square  inch. 

66.  The  pitch  of  rivets,  in  the  direction  of  the 
strain  shall  never  exceed  6  inches,  nor  16  times  the 
thickness  of  the  thinnest  outside  plate  connected,  and 
not  more  than  50  times  that  thickness  at  right  angles 
to  the  strain. 

67.  At  the  ends  of  compression  members  the 
pitch  shall  not  exceed  four  diameters  of  the  rivet,  for 
a  length  equal  to  twice  the  width  of  the  member. 

68.  The  distance  from  the  edge  of  any  piece  to 
the  centre  of  a  rivet-hole  must  not  be  less  than  i£ 
times  the  diameter  of  the  rivet,  nor  exceed  8  times 
the  thickness  of  the  plate;  and  the  distance  between 
centres  of  rivet-holes  shall  not  be  less  than  3  diam- 
eters of  the  rivet. 

69.  The  butt  joints  of  compression  members 
shall  be  connected  by  splices  to  hold  them  truly  in 


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BRIPGE8.       443 

position ;  all  other  joints  in  riveted  work,  whether  in 
tension  or  compression,  must  be  fully  spliced. 

70.  All  segments  of  compression  members  con- 
nected  by  latticing  only,  shall  have  tie  plates  placed 
as  near  the  ends  as  practicable.     They  shall  have  a 
length  of  not  less  than  the  greatest  depth  or  width 
of  the  member,  and  a  thickness  not  less  than  1-50  of 
the  distance  between  the  rivets  connecting  them  to 
the  compressed  members. 

71.  Single  lattice  bars  shall  have  a  thickness    L"^* 
of  not  less  than  1-40,  and  double  bars  connected  by  a 
rivet  at  the  intersection  of  not  less  than  1-60  of  the 
distance  between  the  rivets  connecting  them  to  the 
member ;  and  their  width  shall  be  in  accordance  with 
American  Bridge  Company's  standards,  generally: 

For  i  ^-inch  channels,  or  built  ^ 

sections  with  3^  and  4-inch  \  2\  inches  (I  inch  rivets). 

angles.  J 

For  12, 10  and  oMnch  channels,  j 

or  built  sections  with  3-inch  \2\  inches  (J  inch  rivets). 

angles. 
For  8   and  y-inch  channels,  or^l 

built  sections  with  2^  inch  V  2  inches  (f  inch  rivets). 

angles.  J 

For   6-   and   5-inch   channels,^ 

or  built  sections  with  2-inch  V  i£  inches  (^  inch  rivets.) 

angles.  J 

72.  All  pin-holes  shall  be  re-enforced  by  addi-    P»°  Plate*, 
tional  material  when  necessary,  so  as  not  to  exceed 

the  allowed  pressure  on  the  pins.  These  re-enforc- 
ing plates  must  contain  enough  rivets  to  transfer  the 
proportion  of  pressure  which  comes  upon  them,  and 
at  least  one  plate  on  each  side  shall  extend  not  less 
than  6  inches  beyond  the  edge  of  the  tie  plate. 

73.  Web  plates  of  girders  must  be  spliced  at    Webspi*c«»- 
all  joints  by  a  plate  on  each  side  of  the  web,  capable 

of  transmitting  the  full  strain  through  splice  rivets. 

74.  The  flange  plates  of  all  girders  must  be  Flange  Plate* 
limited  in  width  so  as  not  to  extend  beyond  the 

outer  lines  of  rivets  connecting  them  with  the  angles, 
more  than  five  inches  or  more  than  eight  times  the 
thickness  of  the  first  plate.  Where  two  or  more 
plates  are  used  on  the  flanges,  they  shall  either  be  of 
equal  thickness  or  shall  decrease  in  thickness  out- 
ward from  the  angles. 


444 


COMPLETE   SPECIFICATIONS. 


Riveted  Work 
Punching. 


Holes  for 
Field  Rivets. 


Planing  and 
Reaming. 


Rivet*. 


RiYeters. 


Bolts. 


Neat  Finish. 


Contact 

Surface*. 

Forged  Work 
Eye -Barm. 


WORKMANSHIP. ' 

75.  All  riveted  work  shall  be  punched  accur- 
ately with  holes  1-16  of  an  inch  larger  than  the  size 
of  the  rivet,  and  when  the  pieces  forming  one  built 
member  are  put  together,  the  holes  must  be  truly 
opposite;  no  drifting  to  distort  the  metal  will  be  al- 
lowed; if  the  hole  must  be  enlarged  to  admit  the 
rivet,  it  must  be  reamed. 

76.  All  holes  for  field  rivets  in  floorbeam  and 
stringer  connections  and  splices  in  tension  members, 
shall   be   accurately   drilled   to   an   iron   templet   or 
reamed  while  the  connecting  parts  are  temporarily 
put  together. 

77.  In  medium  steel  over  f  of  an  inch  thick, 
all  sheared  edges  shall  be  planed,  and  all  holes  shall 
be  drilled  or  reamed  to  a  diameter  of  J  of  an  inch 
larger  than  the  punched  holes,  so  as  to  remove  all  the 
sheared  surface  of  the  metal. 

78.  The  rivet  heads  must  be  of  approved  hem- 
ispherical shape,  and  of  a  uniform  size  for  the  same 
size  rivets  throughout  the  work.     They  must  be  full 
and  neatly  finished  throughout  the  work  and  concen- 
tric with  the  rivet  hole. 

79.  All  rivets  when  driven  must  completely  fill 
the  holes,  the  heads  be  in  full  contact  with  the  sur- 
face, or  countersunk  when  so  required. 

80.  Wherever  possible,  all  rivets  shall  be  ma- 
chine driven.     Power  riveters  shall  be  direct-acting 
machines,  worked  by  steam,  hydraulic  pressure,  or 
compressed  air. 

81.  When    members    are    connected    by   bolts 
which  transmit  shearing  strains,  such  bolts  must  have 
a  driving  fit. 

82.  The  several  pieces  forming  one  built  mem- 
ber must  fit  closely  together,  and  when  riveted  shall 
be  free  from  twists,  bends,  or  open  joints. 

83.  All  portions  of  the  work  exposed  to  view 
shall  be  neatly  finished. 

84.  All  surfaces  in  contact  shall  be  painted  be- 
fore they  are  put  together. 

85.  The  heads  of  eye-bars  shall  be  made  by 
upsetting,  rolling,  or  forging  into  shape.     Welds  in 
the  body  of  the  bar  will  not  be  allowed. 

86.  The  bars  must  be  perfectly  straight  before 
boring. 


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BBIDGES.        445 

87.  The  holes  shall  be  in  the  centre  of  the  head 
and  on  the  centre  line  of  the  bar. 

88.  All  eye-bars  shall  be  annealed. 

89.  All  abutting  surfaces  in  compression  mem- 
bers shall  be  truly  faced  to  even  bearings,  so  that 
th^y  shall  be  in  such  contact  throughout  as  may  be 
obtained  by  such  means. 

90.  The  ends  of  riveted  floor  girders  shall  be 
faced  true  and  square. 

91.  Pin  holes  shall  be  bored  truly  parallel  with    Pio  Hote»- 
one  another  and  at  right  angles  to  the  axis  of  the 
member  unless  otherwise  shown  in  drawings;  and  in 

pieces  not  adjustable  for  length,  no  variation  of  more 
than  1-64  of  an  inch  for  every  20  feet  will  be  allowed 
in  the  length  between  centres  of  pin  holes. 

92.  Bars  which  are  to  be  placed  side  by  side 
in  the  structure  shall  be  bored  at  the  same  tempera- 
ture, and  shall  be  of  such  equal  length  that,  upon 
being  piled  on  each  other,  the  pins  shall  pass  through 
the  holes  at  both  ends  at  the  same  time  without 
driving. 

93.  All  pins   shall  be  accurately  turned   to  a    PlM- 
gauge,  and  shall  be  straight  and  smooth. 

94.  The  clearance  between   pin  and  pin  hole    f^ie*0  *** 
shall  be  1-50  of  an  inch  for  pins  up  to  3^  inches  in 
diameter,  which  amount  shall  be  gradually  increased 

to  1-32  of  an  inch  for  pins  6  inches  in  diameter  and 
over. 

95.  All  pins  shall  be  supplied  with  steel  pilot    PilotNuU- 
nuts,  for  use  during  erection. 

96.  All    workmanship    shall    be    first-class    in 
every  particular. 

STEEL. 

9?.  All  steel  must  be  made  by  the  Open  Hearth 
process,  and  if  by  acid  process,  shall  contain  not 
more  than  .08  per  cent,  of  phosphorus,  and  if  by  basic 
process,  not  more  than  .05  per  cent,  of  phosphorus, 
and  must  be  uniform  in  character  for  each  specified 
kind. 

98.  The  finished  bars,  plates  and  shapes,  must    FtoJA 
be  free  from  injurious  seams,  flaws  or  cracks,  and 
have  a  clean,  smooth  finish. 

99.  The  tensile  strength,  limit  of  elasticity  and    Te« 
ductility,  shall  be  determined  from  a  standard  test- 


446 


COMPLETE   SPECIFICATIONS. 


Annealed  Test 
Pieces. 


Marking. 


Physical 
Properties. 

Rivet  Steel. 


Soft  Steed. 


Media 
Steel. 


Full  Siie  Test 
of  Steel  Eye 
Bars. 


PUSt«*l 


piece,  cut  from  the  finished  material,  of  at  least  J 
square  inch  section.  All  broken  samples  must  show 
a  silky  fracture  of  uniform  color. 

100.  Material  which  is  to  be  used  without  an- 
nealing or  further  treatment  is  to  be  tested  in  the  con- 
dition in  which  it  comes  from  the  rolls.     When  ma- 
terial is  to  be  annealed  or  otherwise  treated  before 
use,  the  specimen  representing  such  material  is  to  be 
similarly  treated  before  testing. 

101.  Every   finished    piece   of   steel    shall    be 
stamped  with  the  blow  number  identifying  the  melt. 

1 02.  Steel   shall  be  of  three  grades:     Rivet, 
Soft  and  Medium. 

103.  Rivet  Steel  shall  have :  Ultimate  strength, 
48,000  to  58,000  pounds  per  square  inch.     Elastic 
limit,  not  less  than  one-half  the  ultimate  strength. 
Elongation,  26  per  cent.     Bending  test,  180  degrees 
flat  on  itself,  without  fracture  on  outside  of  bent 
portion. 

104.  Soft  Steel  shall  have:  Ultimate  strength, 
52,000  to  62,000  pounds  per  square  inch.     Elastic 
limit,  not  less  than  one-half  the  ultimate  strength. 
Elongation,  25  per  cent.     Bending  test,  180  degrees 
flat  on  itself,  without   fracture  on  outside  of  bent 
portion. 

105.  Medium     Steel     shall     have:     Ultimate 
strength,  60,000  to  7o,ooo  pounds  per  square  inch. 
Elastic   limit,   not  less   than   one-half   the   ultimate 
strength.     Elongation,  22  per  cent.     Bending  test, 
180  degrees  to  a  diameter  equal  to  thickness  of  piece 
tested,  without  fracture  on  outside  of  bent  portion. 

106.  Full  size  test  of  steel  eye-bars  shall  be  re- 
quired to  show  not  less  than  10  per  cent,  elongation 
in  the  body  of  the  bar,  and  tensile  strength  not  more 
than    5,000    pounds    below    the    mimimum    tensile 
strength  required  in  specimen  tests  of  the  grade  of 
steel  from  which  they  are  rolled.     The  bars  will  be 
required  to  break  in  the  body  but  should  a  bar  break 
in  the  head,  but  develop  10  per  cent,  elongation  and 
the  ultimate  strength  specified,  it  shall  not  be  cause 
for  rejection,  provided  not  more  than  one-third  of 
the  total  number  of  bars  tested  break  in  the  head; 
otherwise  the  entire  lot  will  be  rejected. 

107.  Pins  made  of  either  of  the  above  men- 
tioned grades  of  steel  shall,  on  specimen  test  pieces 


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BRIDGES.        447 


cut  from  finished  material,  fill  the  requirements  of 
the  grade  of  steel  from  which  they  are  rolled,  ex- 
cepting the  elongation,  which  shall  be  decreased  5 
per  cent,  from  that  specified. 

1 08.  Punched  rivet  holes,  pitched  two  diame- 
ters from  a  sheared  edge,  must  stand  drifting  until 
the  diameter  is  one  third  larger  than  the  original  hole, 
without  cracking  the  metal. 

109.  The  slabs  for  rolling  plates  shall  be  rolled 
from  ingots  of  at  least  twice  their  cross-section. 

no.  Pins  up  to  7  inches  diameter  shall  be 
rolled. 

in.  Pins  exceeding  7  inches  diameter  shall 
be  forged  under  a  steel  hammer  striking  a  blow  of 
at  least  5  tons.  The  blooms  to  be  used  for  this  pur- 
pose shall  have  at  least  three  times  the  sectional  area 
of  the  finished  pins. 

112.  A  variation  in  cross-section  or  weight  of 
rolled  material  of  more  than  2.\  per  cent,  from  that 
specified,  may  be  cause  for  rejection. 

113.  Steel    casting    shall    be    made    of    Open 
Hearth  Steel  containing  from  .25  to  .40  per  cent. 
carbon  and  not  over  .08  per  cent,  of  phosphorus,  and 
shall  be  practically  free  from  blow  holes. 

114.  Except  where  chilled  iron  is  specified,  all 
castings  shall  be  of  tough,  gray  iron,  free  from  in- 
jurious cold  shuts  or  blow  holes,  true  to  pattern,  and 
of  workmanlike  finish.     Test  bars  one  inch  square, 
loaded  in  middle  between  supports  12  inches  apart, 
shall  bear  2,500  pounds  or  over,  and  deflect  0.15  of 
an  inch  before  rupture, 


Drifting. 


Slab*  for 
Plate*. 

Pin*. 


Variation  to 
Weight. 


SteelCastinfi 


Castlraa. 


148  COMPLETE    SPECIFICATIONS. 


TIMBER. 

115.  The    timber    shall    be    strictly    first-class 
spruce,  white  pine,  Douglas  fir,  Southern  yellow  pine, 
or  white  oak  bridge  timber;  sawed  true  and  out  of 
wind,   full   size,   free   from   wind   shakes,   large   or 
loose  knots,  decayed  or  sapwood,  wormholes  or  other 
defects  impairing  its  strength  or  durability. 

PAINTING. 

116.  All   iron   work  before  leaving  the  shop 
shall  be  thoroughly  cleaned  from  all  loose  scale  and 
rust,  and  be  given  one  good  coating  of  pure  boiled 
linseed  oil,   well   worked   into  all  joints   and   open 
spaces. 

n7.  In  riveted  work,  the  surfaces  coming  in 
contact  shall  each  be  painted  before  being  riveted  to- 
gether. 

118.  Pieces  which  are  not  accessible  for  paint- 
ing after  erection  shall  have  two  coats  of  paint. 

119.  The   paint   shall  be  of  good   quality  of 
oxide  of  iron  paint,  mixed  with  pure  linseed  oil,  or 
such  as  may  be  specified  in  contract. 

120.  After  the  structure  is  erected,  the  iron 
work  shall  be  thoroughly  and  evenly  painted  with 
two  additional  coats  of  paint,  mixed  with  pure  lin- 
seed oil,  of  such  quality  and  color  as  may  be  selected. 

121.  Pins,  pin  holes,  screw  threads  and  other 
finished  surfaces  shall  be  coated  with  white  lead  and 
tallow  before  being  shipped  from  the  shop. 

INSPECTION. 

122.  All   facilities   for   inspection  of  material 
and  workmanship  shall  be  furnished  by  the  contrac- 
tor to  competent  inspectors,  and  the  engineer  and  his 
inspectors  shall  be  allowed  free  access  to  any  part  of 
the  works  in  which  any  portion  of  the  material  is 
made. 

123.  The    contractor    shall    furnish,    without 
charge,  such  specimens   (prepared)   of  the  several 
kinds  of  material  to  be  used  as  may  be  required  to 
determine  their  character. 


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BBIDGES.     449 

TESTING. 

124.  Full  sized  parts  of  the  structure  may  be 
tested  at  the  option  of  the  purchaser;  but,  if  tested 
to  destruction,  such  material  shall  be  paid  for  at  cost, 
less  its  scrap  value,  if  it  proves  satisfactory. 

125.  If  it  does  not  stand  the  specified  tests,  it 
will  be  considered  rejected  material,  and  be  solely 
at  the  cost  of  the  contractor,  unless  he  is  not  respon- 
sible for  the  design  of  the  work. 


450  COMPLETE    SPECIFICATIONS. 


GENERAL  DATA 

For  bridge  over   at 

town  of State  of 

Length  and  general  description : 


Skew,  or  angle  of  current  with  centre  line  of  bridge 

Width  of  Roadway 

Number  and  width  of  Footwalks 

Qass  of  Bridge floor  (solid  or  planking,  etc) . . 

Stringers 

Number  of  Street  Car  Tracks 

Location"      "        "        "     

Dimensions  of  Bridge  Seat  and  Piers,  if  built 

Distance  Floor  to  High  Water 

"      "     Low  "     

Depth  of  Low  Water 

"      "  Ordinary  Stage 

Distance  Top  of  Floor  to  Lowest  Point  of  Steel 

Work,  if  fixed  by  local  conditions 

Character  of  River  Bottom 

Are  Piles  necessary  for  False  Work? ; . . 

Distance  to  be  Hauled M 

Name  of  nearest  Railroad  Station 

Remarks  .  


SPECIFICATIONS  FOB  STEEL  HIGHWAY  BRIDGES.       451 


TABLE  I. 
UNIFORM  LIVE  LOAD  FOR  THE  TRUSSES. 


CLASS  A. 

CLASS  B. 

Span 
in 
feet 

Pounds  per 
Lineal  Foot  of  each 
Street  Car  Track 

Pounds  per 
Square  Foot 
of  remaining 
Floor  Surface 

Span 
in 
feet 

Pounds  per 
Lineal  Foot  of  each 
Street  Car  Track 

Pounds  per 
Square  Foot 
of  remaining 
FloorSurface 

vr  TO 

UP  TO 

100 

1800 

100 

100 

1800 

80 

105 
110 

1770 
1740 

99 
98 

105 

110 

1770 
1740 

9 

"5 

1710 

97 

"5 

1710 

77 

120 

1680 

96 

120 

1680 

76 

"5 

1650 

95 

125 

1650 

75 

130 

1620 

94 

130 

1620 

74 

1590 

93 

135 

1590 

73 

140 

1560 

92 

I40 

1560 

72 

'45 

153" 

91 

145 

1530 

71 

'SO 

1500 

9° 

150 

1500 

70 

155 

1470 

89 

155 

1470 

69 

160 

1440 

88 

160 

1440 

68 

165 

1410 

87 

I^5 

1410 

67 

170 

1380 

86 

170 

1380. 

66 

'75 
1  80 

1350 
1320 

84 

2 

1350 
1320 

64 

185 

1290 

83 

185 

1290 

63 

190 

1260 

82 

190 

I26o 

62 

'95 

1230 

81 

195 

1230 

61 

200 

I2OO 

80 

200 

1200 

60 

AND  OVER 

AND  OVER 

CLASS  C. 


100 

1200 

80 

155 

1090 

69 

105 
no 

1190 

1180 

9 

1  60 
165 

I080 
1070 

68 

115 

1170 

77 

170 

1060 

66 

120 

1160 

76 

1050 

65 

"5 

1150 

75 

1  80 

IO4O 

64 

130 

1140 

74 

185 

1030 

63 

135 

1130 

73 

190 

IO20 

62 

140 

II2O 

72 

195 

IOIO 

6z 

145 

IIIO 

71 

200 

1000 

60 

ISO 

IIOO 

70 

AND  OVER 

452 


COMPLETE   SPECIFICATIONS. 


TABLE  i. — (CONTINUED.) 

UNIFORM  LIVE  LOAD  FOR  THE  TRUSSES. 


CLASS  D. 

CLASS  E 

CLASS  E, 

feet 

Pounds  per 
Square  foot 
of  Floor 
Surface 

Span 
in 
feet 

Pounds  per 
Lineal  Foot  of 
each  Car  Track 

Span 
in 
feet 

Pounds  per 
Lineal  Foot  of 
each  Car  Track 

OP  TO 

UP  TO 

UP  TO 

75 

So 

ICO 

l8oo 

100 

1200 

80 

79 

105 

1770 

105 

1190 

85 

78 

no 

1740 

no 

1180 

90 

77 

"5 

1710 

"5 

1170 

95 

76 

1  20 

1680 

120 

1160 

100 

75 

125 

1650 

125 

1150 

105 

74 

130 

1620 

130 

1140 

110 

73 

135 

1590 

135 

1130 

"5 

72 

140 

1560 

140 

1  1  20 

120 

71 

MS 

1530 

145 

1  1  10 

"5 

70 

150 

1500 

150 

IIOO 

130 

69 

155 

1470 

155 

1090 

68 

160 

1440 

160 

1080 

140 

67 

165 

1410 

165 

1070 

'45 

66 

170 

1380 

170 

1060 

65 

175 

1350 

175 

1050 

155 

64 

1  80 

1320 

180 

1040 

1  60 

63 

185 

1290 

185 

1030 

165 

62 

190 

1260 

190 

I02O 

170 

61 

195 

1230 

195 

IOIO 

1 

60 

200 
AND  OVEK 

1200 

200 
AND  OVER 

1000 

190 

57 

195 

56 

200 

55 

AMD  OVH* 

SPECIFICATIONS  FOE  STEEL  HIGHWAY  BBIDQES.       453 


TABLE   II. 

MAXIMUM   MOMENTS    M,    END    SHEARS    S,    AND    FLOOR B RAM    REACTIONS    R, 

PER  STRINGER  FOR  A  CONCENTRATED  LOAD  OF  24,  l8,   12 

AND  6  TONS  ON  2  AXLES   IO  FEET  CENTRES. 


24  TONS 

1  8  TONS 

12  TONS 

6  TONS 

Road  and  Track 

I 

Stringers  of 
Class  A 

Track  Stringers 

Road  Stringers 

1 

of  Class  C 

of  Class  B 

. 

0 

~ 

Track  Stringers 
of  Class  B 

Track  Stringers 

Road  Stringers 

Road  Stringers 
of  Class  D 

g 

of  Class  E2 

of  Class  C 

B 

£ 

Track  Stringers 

CL 

of  Class  El 

S=R 

Min 

S=R 

M  in 

S=R 

M  in 

S-R 

M  in 

In  Ibs. 

foot  Ibs. 

in  Ibs. 

foot  Ibs. 

in  Ibs. 

foot  Ibs. 

in  Ibs. 

foot  Ibs. 

10 

12000 

30000 

9000 

22500 

6000 

15000 

3000 

7500 

IO 

II 

13000 

33000 

9800 

24800 

6500 

16500 

3300 

8300 

II 

12 

14000 

36000 

10500 

27000 

7000 

18000 

3500 

9000 

12 

13 

14800 

39000 

1  1100 

29300 

7400 

19500 

3700 

9800 

13 

15400 

42000 

Il6oO 

31500 

7700 

2IOOO 

3900 

10500 

H 

15 

I6000 

45000 

12000 

33800 

8000 

22500 

4000 

11300 

15 

16 

16500 

48000 

12400 

36000 

8300 

24000 

4100 

12000 

16 

17 

16900 

51000 

12700 

38300 

8500 

25500 

4200 

12800 

17 

18 

17300 

56300 

13000 

42300 

8700 

28^00 

4300 

14000 

18 

19 

17700 

61900 

13300 

46500 

8800 

3TOOO 

4400 

15500 

19 

20 

18000 

67500 

13500 

50600 

9000 

33800 

4500 

16900 

20 

21 

18300 

73100 

13700 

54900 

9100 

36600 

4600 

18300 

21 

22 

18500 

78800 

13900 

59000 

9300 

39400 

4600 

19700 

22 

23 

18800 

84500 

I4IOO 

63400 

9400 

42300 

4700 

2ITOO 

23 

19000 

90300 

14300 

67700 

9500 

45100 

4800 

22600 

24 

25 

19200 

96000 

14400 

72000 

9600 

48000 

4800 

24000 

25 

26 

19400 

101800 

14500 

76300 

9700 

50900 

4800 

25400 

26 

27 
28 

19600 
19700 

107600 
113400 

14700 
14800 

80700 
85000 

9800 
9900 

53800 
56700 

4900   26900 
4900   28300 

11 

29 

19900 

119200 

14900 

89400 

9900 

59600 

5000 

29800 

29 

30 

20000 

125000 

15000 

93800 

10000 

62500 

5000 

31300 

30 

20100 

130800 

I5IOO 

98100 

IOIOO 

65400 

5000 

32700 

31 

32 

20300 

136700 

15200 

102500 

IOIOO 

68300 

5100 

34200 

32 

33 

20400 

142500 

15300 

106900 

10200 

71300 

5100 

35600 

33 

34 

20500 

148400 

15400 

111300 

10200 

74200 

5100 

37100 

34 

35 

20600 

154300 

15400 

115700 

10300 

77100 

5100 

38600 

35 

36 

20700 

160200 

15500 

I20IOO 

10300 

80100 

5200 

40000 

36 

20800 

166100 

15600 

124500 

10400 

83000 

5200 

41500 

37 

38 

20800 

172000 

I5600 

129000 

IO4OO 

86000 

5200 

43000 

38 

39 

20900 

177800 

15700 

133400 

10500 

88900 

5200 

44500 

39 

40 

21000 

183800 

15800 

137800 

10500 

91900 

5300 

45900 

40 

454 


COMPLETE  SPECIFICATIONS. 


TABLE  III. 

MAXIMUM  END  REACTIONS  R  OF  FLOORBEAMS  OF  CLASSES  E,  AND  E,  FOK 
SINGLE  AND  DOUBLE  TRACK. 


SINGLE  TRACK 

d 


DOUBLE  TRACK 
sL ... 


"II 

1* 


•TT  Id      C  i ;  i    J  t  J  "p 
>•*--   *1         lr  >--k-;     *-u   J 


Length 
in  ft. 

R>  IN  POUNDS. 

Length 
in  ft. 

R"  IN  POUNDS. 

Class  El 
24  Tons 

Class  E2 
18  Tons 

Class  El 
24  Tons 

Class  E2 
18  Tons 

10 

I2OOO 

9000 

10 

24000 

18000 

II 

I3IOO 

9800 

II 

26200 

19600 

12 

14000 

10500 

12 

28000 

2IOOO 

/•—  X 

13 

14800 

IIIOO 

13 

29600 

21  2OO 

"p 

14 

15400 

Il6oo 

14 

30800 

232OO 

T   ^ 

<-N 

15 

16000 

I2OOO 

15 

32OOO 

24OOO 

1  I 

> 

16 

16500 

I24OO 

16 

33000 

24800 

^S   "3 

4 

17 

16900 

I27OO 

i7 

33800 

25400 

§j  |c*  §,  jet 

x«/ 

T 

18 
19  . 

20 

17300 
17700 
18000 

T3000 
13300 
13500 

18 
*9 

20 

34600 
35400 
36000 

26000 
266OO 
27OOO 

M      f4 

c 

V 

21 

18300 

13700 

21 

36600 

27400 

£ 

22 

iS^OO 

13900 

22 

37000 

27800 

*; 

| 

23 

18800 

I4IOO 

23 

37600 

28200 

M 

(< 

24 

19000 

14300 

24 

38000 

28600 

C 

§ 

25 

19200 

14400 

25 

38400 

28800 

1? 

s 

« 

26 

19400 

14500 

26 

38800 

29OOO 

o 

•2 

27 

19600 

14700 

27 

39200 

29400 

A 

§ 

28 

19700 

14800 

28 

39400 

29600 

g 

E 

29 

19900 

14900 

29 

39800 

29800 

et 

30 

2OOOO 

I5OOO 

30 

40000 

30000 

•e 

3» 

20100 

15100 

31 

44200 

3O2OO 

0 

32 

20300 

15200 

32 

40600 

30400 

o 

33 

20400 

15300 

33 

40800 

30600 

&4 

34 

20500 

15400 

34 

41000 

30800 

35 

2O6OO 

15400 

35 

41200 

30800 

36 

2O7OO 

15500 

36 

41400 

7IOOO 

37 

20800 

15600 

37 

41600 

31200 

, 

38 

20800 

15600 

38 

41600 

31200 

39 

20900 

15700 

39 

41800 

31400 

40 

21000 

15800 

40 

42000 

31600 

SPECIFICATIONS  FOB  STEEL  HIGHWAY  BEIDQES.       455 


M         B 

5    • 


Length  out  to 
out  of  Beam*. 


rr 


* 


ft 


ft 


* 


rr 


rr 


.0,0 


i 


.0.0 


£  £ 
00   M 


rr 


£5 

~:* 


11 


rr 


JQ  ja 


rr 


o  o 

T  T 


bb 

II 


bb 

11 


bb 

U 


'22 
U 


bb 

U 


vO   W 


?>8 

hH  'C°' 

M     M 

U 


1  1 


00 

1 


00 

I 


1 


156 


COMPLETE   SPECIFICATIONS. 


TABLE   V. 
PERMISSIBLE  COMPRESSIVE  STRAINS. 

p— strain  allowed  in  Ibs.  per  sq.  in.;  l=length;  r— least  radius  of  gyra- 


Soft  steel ;  p=- 


tion;  (both  in  inches). 
15,000 


Medium  steel ;  p= 


17,000 


ii,ooor* 


r 

Soft  Steel 

Med  Steel 

r 

Soft  Steel 

Med  Steel 

1 

r 

Soft  Steel 

Med  Steel 

10 

14900 

16850 

50 

12660 

13850 

90 

9370 

9790 

12 

14840 

16780 

52 

12500 

13650 

92 

9220 

9610 

14 

14780 

16710 

54 

12340 

13440 

94 

9060 

9420 

16 

14720 

16610 

56 

12180 

13230 

96 

8910 

9240 

18 

14650 

16510 

58 

1  2010 

13020 

98 

8760 

9080 

30 

14560 

16410 

60 

II840 

12810 

TOO 

8610 

8910 

22 

14480 

16290 

62 

II670 

12600 

IO2 

8470 

8740 

*4 

14400 

16150 

64 

II500 

12390 

I04 

8320 

8570 

26 

14280 

16020 

66 

II340 

12180 

106 

8180 

8410 

28 

14180 

15870 

68 

III40 

11970 

108 

8050 

8250 

JO 

14070 

15710 

70 

IIOIO 

11760 

no 

7900 

8100 

33 

13940 

15550 

72 

10840 

H550 

112 

7780 

7940 

34 

13810 

I538o 

74 

10670 

"350 

114 

7640 

7790 

36 

13690 

15210 

76 

10500 

11150 

116 

75io 

7650 

38 

I3S50 

15030 

78 

10340 

10950 

118 

738o 

7500 

40 

13420 

14840 

80 

10180 

10750 

120 

7260 

7360 

42 

13270 

14650 

82 

1  0010 

10550 

«5 

6950 

7020 

44 

13120 

14460 

84 

9850 

10350 

130 

6660 

6700 

46 

12960 

14260 

86 

9690 

10160 

135 

6380 

6400 

48 

12820 

14060 

88 

9530 

9970 

140 

6120 

6110 

SPECIFICATIONS  FOE  STEEL  HIGHWAY  BRIDGES.       457 


TABLE  VI. 


MAXIMUM    BENDING    MOMENTS  ON   PINS. 

With  extreme  Fibre  Strains  of  22000    pounds  per  square  inch  for  Soft 
Steel,  and  25000  pounds  per  square  inch  for  Medium  Steel. 


Diam.  of  Pin 
in  Inches. 

Area  of 
Pin  in 
Square 
Inches. 

MOMENTS  IN  INCH- 
POUNDS. 

Diam.  of  Pin 
in  Inches. 

Area  of 
Pin  in 
Square 
Inches. 

MOMENTS  IN  INCH- 
POUNDS. 

22000  Ibs. 
per  sq.  in. 

25000  Ibs. 
per  sq.  in. 

22000  Ibs. 
per  sq.  in. 

25000  Ibs. 
per  sq.  in. 

2 

3-142 

17280 

19600 

6M 

33-I83 

593100 

674000 

2^j 

3-547 

20730 

23600 

*x 

34-472 

628000 

713700 

2x4 

3-976 

24600 

28000 

6% 

35-785 

664200 

754800 

2% 

4-430 

28900 

32900 

61 

37.122 

701800 

797500 

2/*I 

4.909 

33700 

38400 

7 

38-485 

740800 

841900 

*$ 

5-412 

39000 

44400 

39-87I 

781200 

887800 

5-940 

44900 

51000 

754 

41.282 

823000 

935300 

2% 

6.492 

51300 

58300 

7% 

42.718 

866300 

984500 

3 

7.069 

58300 

66300 

7K 

44-  '79 

911200 

1035400 

7.670 

65900 

74900 

75/s 

45-664 

957500 

1088100 

3x4 

8.296 

74100 

84300 

47-173 

1005300 

1142500 

3% 

8.946 

83000 

94400 

7  £ 

48.707 

1054800 

1198700 

3/4 

9  621 

92600 

105200 

8 

-50.265 

1105800 

1256600 

3% 

10.321 

102900 

116900 

8x1} 

51-849 

1158500 

1316500 

3% 

11.045 

113900 

129400 

8/4 

53-456 

1212800 

1378200 

Z% 

"•793 

125600 

142800 

T* 

55-088 

1268800 

1441800 

4 

12.566 

138200 

I57IOO 

56.745 

1326400 

1507300 

4% 

13  .  364 

I5I6C1O 

172300 

8% 

58.426 

1385800 

1574800 

4% 

14.186 
15-033 

165800 
180800 

188400 
205500 

If 

60.132 
61.862 

1446900 
1509800 

1644200 

1715700 

4% 

I5-904 

196800 

223700 

9 

63.617 

1574500 

1789200 

45/8 

16.800 

213700 

242800 

65-397 

1641100 

1864800 

4% 

17.721 

231500 

263000 

9x4 

67  .  201 

1709400 

1942500 

4% 

18.665 

250200 

284000 

9% 

69.029 

1779600 

2022300 

5 

I9-635 

270000 

306800 

9K 

70.882 

1851800 

2104300 

5x*6 

20.629 

290700 

330400 

9% 

72.760 

1925900 

2188500 

5x4 

21.648 

312500 

355-oo 

9% 

74-662 

2001900 

2274900 

5% 

22.691 

335400 

381100 

76.590 

2079900 

2363500 

5/4 

23.758 

359300 

408300 

10 

78.54 

2159900 

2454400 

5% 

24.850 

384400 

436800 

Iox4 

82.52 

2325900 

2643100 

5¥ 

25-967 

410600 

466600 

lO/^ 

86.59 

2500200 

2841200 

27.109 

438000 

497700 

IO/£ 

90.76 

2683200 

3049100 

6  8 

28.274 

466500 

530200 

II 

95-03 

2874800 

3266800 

6/1j 

29-465 

496300 

564000 

Ixx4 

99.40 

3075400 

3494800 

6/4 

30.680 

527300 

599200 

lI/4 

103.87 

3284800 

3732800 

6% 

3I-9I9 

559600 

635900 

12 

113.10 

3732200 

4241200 

458 


COMPLETE   SPECIFICATIONS. 


Bearing  Value  for  Different  Thicknesses  of  Plate  in  Inches  at 
22000  Pounds  per  Square  Inch. 

M 

p» 

$ 

1 

& 
1 

H« 

1 

& 

C< 
ON 

2Z 

! 

t>. 

r*» 

(g 

s? 

M 

1 

I. 

vO 

* 

O 

5 

o 
•<*- 

N 

CO 

$ 
VO 

«4« 

• 

1 

o 

1 

! 

a 
g 

•c 

1 

t^ 

s 

r» 
O 

9- 

2 

* 

c» 

M 

HM 

8 

LO 
to 

1 

9, 
w 

00 

I 

ON 

M 

H^ 

O 

i 

s 

s 

8 

<s 
»>. 

O 
rO 

oT 

O 

* 

- 

& 

o 

fO 

•<*• 

ig 

vo 

£ 

vO 

8 
w 
t>. 

5 

n 
oo 

-C 

41 

M 

o 

I 

1 

vg 
vo 

S 

v§ 

1 

H-* 

1 

a 

t-^ 

« 

| 
ro 

? 
•*• 

o 

i 

1 

vo 

«*{• 

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M 

3 

M 

a 
s 

T*- 

0 

5 

1 

00 

,       V  tn 

|-II 

•*  <^£ 

J 

V? 

ON 

5S 
8, 

00 

Tt- 

Tj- 

fO 

1 

$ 

^ 

itl 

m 

o 

11 

VO 
« 

1 

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c< 

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s  s 


SPECIFICATIONS  FOB  STEEL  KAILROAD  BRIDGES.        459 

183.  General  Specifications  for  Steel  Railroad 
Bridges  and  Viaducts.  The  following  specifications  are 
those  issued  by  the  Pennsylvania  Railroad  in  January,  1901. 
The  author  believes  they  embody  the  latest  and  best  practice  in 
the  four  important  particulars,  assumed  live  loads,  methods  of 
analysis,  character  of  material,  and  workmanship.  The  engine 
live  loads  assumed  correspond  closely  to  Cooper's  "£40"  engine 
loading,  followed  by  a  train  load  of  5000  pounds  per  linear 
foot.  The  tables  which  immediately  follow  these  specifications 
will  be  found  of  great  service  in  designing  bridges  under  these 
specifications.  In  this  connection  the  following  recommenda- 
tions of  a  committee  of  the  American  Railway  Engineering  and 
Maintenance  of  Way  Association  (1902)  are  important. 

First.  That  it  is  preferable  for  railroads  to  furnish  detail 
plans  of  bridge  work  to  bidders  complete  enough,  at  least,  for 
a  precise  determination  of  the  weight  of  the  structure  and  for 
listing  the  mill  orders  by  the  successful  bidder.  If  such  draw- 
ings cannot  be  furnished,  the  alternative  should  preferably  be 
full  specifications,  giving  directions  for  the  detail  design  of  the 
structure,  accompanied  by  a  survey  plan  and  all  needed  in- 
formation concerning  the  work;  the  bids  in  this  case  to  be  by 
the  pound  and  not  accompanied  by  a  design,  the  detail  plans 
to  be  made  later  by  the  railroad  or  contractor,  as  may  be  under- 
stood. 

Second.  To  invite  a  few  parties  (not  always  the  same) 
to  submit  bids  for  the  work. 

Third.  When  detail  plans  are  furnished,  to  ask  for  a  lump 
sum  bid  or  a  pound  price,  as  may  be  preferred  by  the  pur- 
chaser; but  when  a  specification  only  is  furnished,  to  invariably 
ask  for  a  pound  price. 

Fourth.  To  award  contracts  for  as  large  groups  of  bridges 
as  can  be  fully  defined  consistently  with  recommendation  No. 
I,  and  when  required  by  circumstances  to  anticipate  future  re- 
quirements if  necessary  to  protect  the  interests  of  the  railroad. 

Fifth.  That  the  question  of  erecting  the  work  by  railroad 
forces  or  by  contract  should  depend  upon  the  custom,  organiza- 
tion and  equipment  of  each  railroad  concerned. 

SECTION    I. — GENERAL   REQUIREMENTS. 

I.     Rolled  steel  will  be  used  in  general  for  all   Material* 
structures.     Wrought   iron  will   be   used   for  loop- 
welded  rods.     Cast  steel  will  be  used  for  wedges, 
gearing,  couplings  and  other  important  details  of 


460 


COMPLETE    SPECIFICATIONS. 


Standard 

Designs. 


Guage  of 
Track. 


Clear  Cross- 
Section.    Truss 
Bridges. 


drawbridge  machinery.  Cast  iron  will  be  used  for 
minor  details  of  drawbridge  machinery,  and  for 
other  work  when  expressly  stipulated. 

2.  Rolled-beam      bridges      and      plate-girder 
bridges  will  in  general  conform  to  the  Pennsylvania 
Railroad  Company's  standard  drawings.     The  Rail- 
road Company  will  furnish  diagrams  showing  the 
general  dimensions  of  all  truss  bridges  and  of  such 
special  girder  spans  as  are  not  covered  by  standard 
drawings. 

3.  Gauge  of  track  is  4  feet  8J  inches.     Dis- 
tance from  centre  to  centre  of  double  track  is  12  feet 
2  inches  unless  otherwise  specified. 

4.  A    section   as   per   accompanying   diagram 
must  be  kept  clear  in  single-track  through  bridges. 
Width  to  be  proportionately  increased  for  two  or 
more  tracks,  and  for  curved  line. 


- ioft. * 


Assumed 
Dimensions. 


SECTION  2. — DATA  FOR  CALCULATION. 

5.     As  a  basis  for  calculation  assume  the  fol- 
lowing general  dimensions: — 
A— Length  :— 

(i.)  Trusses. — Distance    from    centre    to 
centre  of  end  pins. 


SPECIFICATIONS  FOR  STEEL  RAILROAD  BRIDGES.      461 


(2.)  Riveted  girders. — Distance  from  cen- 
tre to  centre  of  bearings. 

(3.)  Floor  beams. — Distance  from  centre 
to  centre  of  trusses. 

(4.)  Track  stringers. — Distance  from  cen- 
tre to  centre  of  floor  beams. 
B— Depth  :— 

(l.)  Pin-connected      trusses. — Distance 

from  centre  to  centre  of  chord  pins. 

(2.)  Riveted  trusses. — Distance  between 
centres  of  gravity  of  chords. 

(3.)  Riveted  girders. — Distance  between 
centres  of  gravity  of  flanges,  or  dis- 
tance from  back  to  back  of  flange 
angles  if  the  latter  dimension  is  the 
smaller  of  the  two. 

6.  In  estimating  the  dead  load  the  weight  of 
timber  shall  be  taken  at  4-J  pounds  per  foot  B.  M. 

7.  The  dead  load   shall  be  assumed  as  uni- 
formly distributed  and  made  up  of: — 

(i.)  The  net  suspended  weight  of  meta! 

in  the  trusses  and  bracing. 
(2.)  The  weight  of  the  metal  floor  sys- 
tem (if  any.) 
(3.)  The  weight  of  the  wooden  cross-ties 

or  floor  beams. 

(4.)  1 60  pounds  per  lineal  foot  of  track, 
covering  the  weight  of  rails,  splices, 
guard  rails,  &c. 

The  above  items  of  dead  load  to  be  properly 
distributed  between  the  panel  points  of  the  loaded 
and  the  unloaded  chords. 

8.  In  addition  to  the  dead  load,  bridges  shall 
be  designed  to  carry  on  each  track  a  moving  load 
consisting  of  two  coupled  "Consolidation"  engines, 
as  shown  in  the  following  diagram,  followed  by  a 
uniformly  distributed  train  load  of  5000  pounds  per 


Dead  Load. 


Live  Load. 


462 


COMPLETE   SPECIFICATIONS. 


lineal  foot  of  track;  the  moving  load  to  be  so  placed 
as  to  produce  the  greatest  stress  in  each  member 
of  the  structure.1 

Note.— For  all  track  stringers  and  floor  beamsr 
and  for  plate-girder  spans  not  exceeding  HO  feet 
in  length,  the  maximum  calculated  stresses  due 
to  live  load  are  given  in  Table  A. 


Wind  Loads. 


9.  The  wind  pressure  shall  be  assumed,  acting 
horizontally  in  either  direction : — 

(i.)  At  30  pounds  per  square  foot  on  the 
exposed  surface  of  all  trusses  and 
the  floor  as  seen  in  elevation,  and  on 
the  side  of  a  train  10  feet  high,  be- 
ginning at  2%  feet  above  the  base  of 
rail  and  moving  across  the  bpdge. 

(2.)  At  50  pounds  per  square  foot  on  all 
exposed  surfaces  of  the  unloaded 
structure. 

The  greater  calculated   stress  will  be  used  in 
proportioning  the  wind  bracing. 

10.  For  determining  the   requisite  anchorage 
for  the  loaded  structure  the  train  shall  be  assumed 
to  weigh  800  pounds  per  lineal  foot. 

IT  por  longitudinal  bracing  of  trestle  towers 
TrsteTowers  and  similar  structures,  the  momentum  produced  by 
SenSm'o?0"  suddenly  stopping  the  train  shall  be  considered ;  the 
Train.  coefficient  of  friction  of  wheels  sliding  upon  rails 

being  assumed  as  0.2. 

stresses  Due  to  I2.  When  the  structure  is  on  a  curve  the  effect 
due  to  the  centrifugal  force  of  as  many  trains  as 
there  are  tracks  shall  be  provided  for  (see  Table  G). 


Anchorage. 


Centrifugal 
Force. 


Strain  Sheet. 


SECTION    3. — DETERMINATION   OF   SECTIONS. 

13.  The  calculation  of  stresses  produced  by 
the  above-mentioned  live  and  dead  loads  will  determ- 
ine the  following  values  for  each  member: — 

M  =  Maximum  calculated  stress  in  mem- 
ber (compress  or  tension), 
m  =  (i),  Minimum  calculated  stress  in 
members  subjected  to  one  kind  of 
stress  only  (all  compression  or  all 
tension);  or  (2),  maximum  calcu- 


'  This  corresponds  closely  with  Cooper's  "E40"  loading,  except  that  we  hare  here  a 
trstin  load  of  5,000  Ibs.  per  lin.  ft.,  where  Cooper  has  for  this  case  4,000  Ibs. 


SPECIFICATIONS  FOB  STEEL  BAILBOAD  BBIDGES.     463 

lated  stress  of  lesser  kind,  in  mem- 
bers subjected  to  reversal  of  stress. 

NOTE.  —  Minimum  stress  is  understood  to  mean  the  abso- 
lute minimum;  i.  e.,  in  a  main  diagonal  or  post  of  a  simple 
span  "m"  equals  the  calculated  dead-load  stress  minus  the 
maximum  calculated  counter  stress  due  to  live  load. 

T>          m 

- 


14.  The  maximum  calculated  stress    (M)    in 

each  member  shall  be  multiplied  by  the  coefficient   impact,  &c. 
(i-fk),and  the  resultant  quantity,  M  (i+k),  shall 
be  regarded  as  the  equivalent  static  stress  in  the 
member.     (For  the  value  of  k  see  Tables  B  and  C.) 

15.  All  members  shall  be  so  proportioned  that 

the  stress,  M(i+k),  shall  not  cause  the  tensile  unit   Su-es 
stress  to  exceed  15,000  pounds,  nor  the  compressive 
unit  stress  to  exceed   15,000  pounds  properly   re- 
duced in  accordance  with  Clause  16. 

1  6.  For  compression  members,  the  unit  stress 
of  15,000  pounds  per  square  inch  shall  be  reduced 
in  proportion  to  the  ratio  of  the  length  to  the  least 
radius  of  gyration  of  the  section,  by  the  following 
formula  :  — 

•  15,000 


I2 


(  p=perm!ssible  working  stress  per  square  Inch 

!in  compression. 
l=lens;th  of  piece  in  inches  between  centres 
of  connections. 
r=least  radius  ot  gyration  of  section  in  inches. 
(See  Table  D.) 

1 7.  The  net  section  of  the  long  hip-verticals   Hvertcab 
of  through  bridges  shall  be  25  per  cent,  in  excess   and  Hangers, 
of  the  above  requirements  (see  Clause  No.  15),  all 

details  of  these  members  being  correspondingly 
strengthened.  Short  floor-beam  hangers  will  be  re- 
quired to  have  50  per  cent,  excess  of  strength. 

1 8.  The  same  limiting  unit  stresses  shall  also 

be  used  for  members  strained  by  wind  pressure  or   Bradng. 
momentum  of  moving  train,  the  stress  increment 
being  neglected  in  these  cases. 


464  COMPLETE    SPECIFICATIONS. 

19'     The  stress  due  to  centrifugal  force  shall 


Centrifugal  be  regarded  as  live  load,  and,  when  necessary,  addi- 
tions shall  be  made  to  the  sections  of  truss  chords  or 
girder  flanges  until  the  unit  stress  does  not  exceed 
1  7,ooo  pounds  in  tension  nor  i7,ooo  pounds,  prop- 
erly reduced,  in  compression. 

In  lateral  bracing  the  stress  due  to  centrifugal 
force  shall  be  increased  50  per  cent,  and  the  unit 
stresses  provided  for  in  Clause  18  shall  be  used. 

In  the  case  of  deck  structures,  when  the  curva- 
ture exceeds  six  degrees,  the  lower  lateral  bracing 
shall  be  designed  to  carry  half  the  stress"  due  to  cen- 
trifugal force,  and  properly  designed  sway  bracing 
shall  be  introduced  to  transfer  the  stress  from  the 
upper  to  the  lower  system. 

Limning  Value         2o.     No    compression    member    shall    have    a 
of—  •  length  exceeding  100  times  its  least  radius  of  gyra- 

tion, excepting  wind  bracing,  in  which  the  length 
may  be  120  times  the  least  radius  of  gyration. 
0'  s^c~         2I-     In  case  the  maximum  stresses  in  chords  of 

uired 

bridges,  or  posts  of  trestle  towers,  due  to  wind  and 
momentum  of  train,  added  to  the  maximum  stresses 
from  vertical  loading  and  centrifugal  force,  prop- 
erly increased,  shall  exceed  19,000  pounds  per  square 
inch  (properly  reduced  for  buckling  in  the  case  of 
compression  members),  additions  must  be  made  to 
the  sections  until  this  limit  is  not  exceeded. 

22-  Should  the  stresses  be  reversed  in  any  pos- 
sible case,  proper  allowance  must  be  made  for  such 
reversal. 

Monmen?Dueto  23.  When  the  floor  system  rests  directly  on  a 
on°To£chords  continuous  top  chord,  the  latter  must  be  so  propor- 
tioned that  the  algebraic  sum  of  the  stresses  per 
square  inch  in  the  outer  fibres,  resulting  from  the 
direct  compression,  and  three-fourths  of  the  maxi- 
mum bending  moment  (the  chord  being  considered 
as  a  beam  of  one  panel  length,  supported  at  the 
ends),  shall  not  exceed  the  before-mentioned  limit- 
ing stress  in  compression,  the  proper  increment 
being  added  to  each  kind  of  loading.  The  bending 
moment  at  panel  points  shall  be  assumed  equal  but 
opposite  in  direction  to  that  at  mid-panel. 
General  Treat-  24.  All  other  members  which  are  subjected  to 

ment  of  Secon-  ...  .  ....  «  . 

dary  stresses    bending  moment  in  addition  to  direct  stress  are  to 
Due  to  Bend-    be  similarly,  treated. 


SPECIFICATIONS  FOB  STEEL  KAILBOAD  BRIDGES.      465 

25.  To  insure  the  stability  of  bridges  under  S^VL 
increased  live  loads,  a  live  load  shall  be  assumed  100  «rea*ed  LiTt 
per  cent,  greater  than  that  previously  provided  for 

in  this  specification.  If  the  resultant  stress,  M 
( i  -f-k),  produces  a  stress  per  square  inch  in  any 
member  more  than  twice  the  permissible  unit  stress 
previously  specified,  additions  must  be  made  to  the 
sections  until  that  limit  is  not  exceeded.  Counters, 
having  in  no  case  less  than  one  and  one-half  square 
inches  of  section,  must  be  provided  where  required 
by  the  increased  live  load;  and  in  case  of  reversal 
of  stress  the  member  must  be  properly  designed  to 
resist  such  reversal. 

26.  Pins  and  bolts  are  to  be  so  proportioned 
that  the  maximum  stress  in  the  extreme  fibres  due 
to  bending  moment  shall  not  exceed  22,000  pounds 
per  square  inch  for  soft  steel,  nor  25,000  pounds  per 
square  inch  for  pin  steel,  the  centres  of  bearings  of 
the  members  connected  by  the  pin  or  bolt  being 
taken  as  points  of  application  of  bending  strains. 

27.  The   bearing   pressure   of   pins,    bolts    or 
rivets  upon  the  projected  semi-intrados  (diameter  x    Pins  and 
thickness)    of   the    hole,    shall    not    exceed    26,000   Rivels 
pounds  per  square  inch  for  rivets,  nor  22,000  pounds 

per  square  inch  for  pins  and  bolts. 

28.  The  shearing  stress  per  square  inch  of  sec-       *in 
tion  on  rivets,  bolts  or  pins  shall  not  exceed  11,000 
pounds   for  soft  steel,  nor   12,000  pounds  for  pin 

steel. 

29.  Net  sections  must  be  used  in  all  cases  in 
proportioning  tension   members,   and   in    deducting   Member*, 
rivet  holes  they  shall  be  taken  £  of  an  inch  larger  in 
diameter  than  the  nominal  size  of  the  rivets. 

30.  In   the  field-riveted  connections  of  track 
stringers  and  floor  beams,  the  number  of  rivets  de- 
termined  by  the  foregoing  rules  must  be  increased 
33  J~3  Per  cent-  m  aM  cases.       In  all  other  field- 
riveted  joints  a  25  per  cent,  excess  of  rivets  will  be 
required  if  hand  driven  and  a  10  per  cent,  excess  if 
satisfactory  power  riveters  are  used. 

31.  Rivets  with  countersunk  heads  shall  be  as-   Value  oil 
sumed  to  have  three-fourths  the  value  of  correspond- 

ing  rivets  with  full  heads. 

32.  Riveted  tension  members  shall  have  a  sec- 
tion  through  the  pin-hole  25  per  cent,  in  excess  of 

the  net  section  of  the  body  of  the  member.    The  Pin-Hote»- 


466 


COMPLETE   SPECIFICATIONS. 


Same  Gross 
Section  in  Both 
Flanges  of 
Plate  Girders. 


Shear  in  Web 
Rivets. 
Plate  Girders. 


Extra  Rivets. 
Top  Flanges  of 
Plate  Girders. 


Thickness  of 
Web  Plates. 


Rolled  Beams 
and  Channels 
as  Girders. 


Minimum 


section  back  of  the  pin-hole  shall  be  at  least  75  per 
cent,  of  the  section  through  the  pin-hole. 

33.  No  allowance  shall  in  general  be  made  for 
the  web  as  resisting  any  of  the  bending  moment  in 
plate   girders.     The  compression   flange   shall   have 
the  same  gross  sectional  area  as  the  tension  flange. 
The  unsupported  length  of  the  compression  flange 
shall  not  exceed  twelve  times  its  width. 

34.  In   calculating   the   shearing   stresses   and 
bearing  stresses  in  the  web  rivets  of  plate  girders, 
the  whole  of  the  shear,  with  its  proper  increment, 
acting  on  the  side  of  the  panel  next  the  abutment  is- 
to  be  considered  as  transferred  into  the  flange  angles 
in  a  distance  equal  to  the  depth  of  the  girder. 

35.  In  the  case  of  the  rivets  connecting  the 
upper  flange  angles  with  the  web  in  deck  girders 
carrying  the  floor  directly  on  the  top  flanges,  allow- 
ance must  be  made  for  the  concentrated  load  of  a 
I2-J  ton  driver,  which  shall  be  considered  as  distri- 
buted over  three  ties. 

36.  The  thickness  of  web  plates  shall  be  such 
that  the  maximum  calculated  shear,  with  its  proper 
increment,  shall  not  cause  the  shearing  stress  per 
square   inch   of   net   section   of   the   web   to   exceed 
13,000  pounds;  but  no  web  plate  shall  be  less  than 
f  of  an  inch  in  thickness. 

37.  Rolled   beams   and   channels   subjected   to 
bending  stresses   shall  be  so  proportioned  that  the 
stress  per  square  inch  in  the  outer  fibers,  deduced 
from  the  calculated  bending  moment  (with  its  proper 
increment)   and  the  moment  of  inertia  of  the  sec- 
tion, shall  not  be  more  than   14,000  pounds.     The 
unsupported  length  of  the  top  flanges  of  such  beams 
and  channels  shall  in  no  case  be  greater  than  twelve 
times  the  flange  width. 

38.  For  main  members  and  their  connections 
no  material  shall  be  used  of  less  thickness  than  f 
of  an  inch ;  and  for  laterals  and  their  connections  no 
material  shall  be  used  of  less  thickness  than  5-16  of 
an  inch.     Material  of  less  thickness  will  be  permitted 
only  for  lining  or  filling  vacant  spaces. 

No  material  used  in  compression  shall  have  an 
unsupported  width  of  more  than  fifty  times  its  thick- 
ness. 

No  lateral  or  sway  rod  shall  be  used  having 
less  than  one  square  inch  of  section. 


SPECIFICATIONS  FOB  STEEL  KAILKOAD  BBIDGBS.      467 


Cross-Ties. 


Wooden 
Floor  Beams 
on  Deck 
Tn 


Elevation  of 
Rail  on 
Curves. 


Wooden 
Guard  Rails. 


SECTION   4.— -DETAILS   OF   CONSTRUCTION. 

A. — Wooden  Floor  System. 

39.  Cross-ties  shall  be  of  white  oak  spaced  not 
more  than  six  inches  apart  in  the  clear;  and,  in  the 
case  of  all  deck  and  half-through  girder  spans,  and 
of  through  truss  spans  having  steel  floor  stringers, 
the  size  of  ties  and  all  details  of  floor  construction 
shall  be  as  shown  on  standard  plans. 

40.  In  the  case  of  deck  bridges  with  wooden 
floor  beams,  when  the  distance  between  centres  of 
trusses  exceeds  6  feet,  the  floor  beams  shall  be  pro- 
portioned for  a  bending  moment  produced  by  the 
weight  of  a  pair  of  25,000  pound  drivers  distributed 
equally  over  three  floor  beams,  the  extreme  fibre 
stress  in  the  floor  beams  not  exceeding  icoo  pounds 
per  square  inch. 

41.  When  the  track  is  curved  the  outer  rail  is 
to  be  elevated  as  may  be  required,  by  cutting  the 
cross-ties  or  floor  beams  with  the  proper  bevel. 

42.  Guard  rails  of  long-leaved  southern  pine 
or  white  pine,  6  by  8  inches  in  size,  are  to  be  placed 
outside  of  each  track  rail  as  shown  on  the  standard 
floor  plans;  to  be  notched  i£  inches  over  the  cross-  • 
ties,  and  bolted  down  at  every  fourth  tie  and  at 
splices  with  f-inch  bolts.     The  guard  rails  are  to 
be  spliced  over  ties  with  half-and-half  joints  of  6 
inches  lap. 

B.— General  Details  of  Metal  Work. 

^43.     Adjustable   members   shall   preferably   be   £352?" 
avoided,   except   in  the  case  of  counters   of  truss 
bridges. 

44.  All  through  spans  shall  have  portals  at 
each  end.  connected  rigidly  to  end  posts.     They  shall 
be  as  deep  as  the  specified  head  room  will  allow, 
and  provision  shall  be  made  in  the  end  posts  to  re- 
sist the  bending  strain  produced  by  the  wind  pres- 
sure. 

45.  Deck   bridges   shall   have    diagonal   sway 
bracing  at  each  panel,  of  sufficient  strength  to  carry 
half  the  maximum  stress  increment  due  to  wind 
and  centrifugal  force. 

46.  Pony    trusses    and    half-through    girders   Knee  Brace*, 
shall  be  provided  with  knee  braces  or  gussets  at 


468 


COMPLETE   SPECIFICATIONS. 


Expansion 
Rollers. 


Sliding 
Bearings. 

Stiff  Lower 
Chord  and  Hip- 
Verticals. 


Assumed 

Temperature 

Variation. 


Pressure  on 
Masonry. 


Symmetrical 
Sections. 


Camber. 


Connections 
for  Wind 

Bracing. 


each  floor  beam  or  strut,  and  at  the  end  if  practicable. 

47.  All  bridges  80  feet  or  more  in  length  shall 
have  at  one  end  nests  of  turned  friction  rollers  run- 
ning between  planed  surfaces.     Rollers  shall  be  not 
less  than  3  inches  in  diameter,  and  the  pressure  per 
lineal  inch  of  roller,  including  the  proper  increment, 
shall  not  exceed  1200  vr~d~(d=  diameter  of  rollers 
in  inches). 

48.  Bridges  less  than  80  feet  in  length  shall  be 
free  to  move  at  one  end  on  planed  surfaces. 

49.  Single  track  bridges  shall  have  the  lower 
chord  end  panels  stiffened,  whether  the  end  posts 
are  vertical  or  inclined;  and  all  through  spans  shall 
have  stiff  hip-verticals. 

50.  Provision  shall  be  made  for  a  free  expan- 
sion and  contraction  of  the  completed  structure  cor- 
responding to  a  variation  of  temperature  of  150  de- 
grees Fahrenheit. 

51.  Bed  plates  shall  be  so  proportioned  that 
the  pressure  upon  masonry,  including  the  proper  in- 
crement,  shall   not   exceed  400  pounds  per   square 
inch. 

52.  All  sections  shall  preferably  be  made  sym- 
metrical and  the  pins  placed  in  the  line  of  the  neu- 
tral axis. 

53.  All  truss  bridges  with  parallel  chords  shall 
be  cambered  by  making  the  top  chord  longer  than 
the  bottom  chord,  in  the  proportion  of  J  inch  for 
each  10  feet  of  length. 

54.  In  every  case  the  connections  between  the 
wind  bracing  and  the  chords   must  be  of  greater 
strength  than  the  wind  bracing  itself,  and  so  de- 
signed as  to  avoid  as  far  as  possible  inducing  bend- 
ing moments  in  any  members  of  the  structure;  and 
such  connections  must  be  capable  of  transferring  the 
longitudinal  components  of  the   wind  stresses  into 
the  main  truss  chords  in  a  direct  and  satisfactory 
manner,  or  a  separate  chord  must  be  used  for  the 
lateral  system. 


C.—  Riveted  Work. 


55-  Web  Plates  of  g^ders  must  be  spliced  at 
all  joints  with  a  plate  on  each  side  of  the  web,  capa- 
ble of  transmitting  the  full  shearing  stress  through 
the  splice  rivets. 


SPECIFICATIONS  FOR  STEEL  RAILROAD  BRIDGES.      469 


56.  In  members  subject  to  compression,  rivets 
shall  be  so  spaced  that  they  shall  not  be  farther  apart 
in  the  direction  of  the  stress  than  16  times  the  thick- 
ness of  the  thinnest  external  plate  connected,  and  not 
more  than  50  times  that  thickness  at  right  angles  to 
the  direction  of  stress. 

5?.  At  the  ends  of  compression  members  the 
pitch  shall  not  exceed  4  diameters  of  the  rivet,  for  a 
distance  equal  to  twice  the  greatest  width  of  the 
member. 

58.  All  joints  in  riveted  work,  whether  in  ten- 
sion or  compression  members,  must  be  fully  spliced. 

59.  The  distance  from  the  edge  of  any  piece  to 
the  centre  af  a  rivet  hole  must  be  not  less  than  ij 
times  the  diameter  of  the  rivet,  nor  exceed  8  times 
the  thickness  of  the  plate;  and  the  distance  between 
centres  of  rivet  holes  shall  not  be  less  than  3  diame- 
ters of  the  rivet. 

60.  All    segments    of    compression    members 
connected  by  lacing  only  shall  have  tie  plates  placed 
as  near  the  ends  as  practicable.     The  tie  plates  shall 
have  a  length  not  less  than  the  greatest  width  of  the 
member,  and  a  thickness  not  less  than  one-fortieth 
of   the    distance   between    the   lines    of   connecting 
rivets,  measured  at  right  angles  to  the  length  of  the 
member. 

61.  Single  lattice  bars  shall  have  a  thickness  of 
not  less  than  1-40  and  double  bars  connected  by  a 
rivet  at  the  intersection  of  not  less  than  1-60  of  the 
distance  between  their  rivets  connecting  them  to  the 
member ;  and  their  width  shall  be : — 

For  15-inch  channels,  or  built  \ 

sections  with  3^-  or  4-inch  1 2^  inches  (J-inch  rivets). 

angles J 

For  12-  and  lo-inch  channels,^ 

or  built  sections  with  3-inch  J-2|  inches  (f-inch  rivets.) 

angles J 

For  9-  and  8-inch  channels,  "| 

or  built  sections  with  2^-inch  V2  inches  (f-inch  rivets.) 

angles J 

The  distance  between  connections  of  the  lattice 
bars  shall  not  exceed  8  times  the  least  width  of  the 
segments  connected. 

62.  All  pin-holes  shall  be  reinforced  with  addi- 
tional material  when  necessary,  so  that  the  permis- 
sible pressure  on  pins  shall  not  be  exceeded.    These 


Rivet 
Spacing. 
Compression 
Members. 


Rivet  Pitch 
at  Ends  ol 
Compression 
Members. 


Splice*. 


Limiting 
Pitch  of 
Rivets,  Dis- 
tance from 
Edge  of 
Plate,  Ac. 


Tie-Plate*. 


Lattice  Bars. 


Pin  Plate* 


470 


COMPLETE    SPECIFICATIONS. 


Wide  Girder 
Flanges  Re- 
quiring 4  Rows 
of  Rivets. 


Length  of 
Cover  Plates, 
Plate  Girders. 


Webb  Stiffen- 
ers.     Plate 
Girders. 


reinforcing  plates  must  contain  enough  rivets  to 
transfer  the  proportion  of  pressure  which  comes 
upon  them  in  accordance  with  the  previously  stated 
rules  for  proportioning  rivets. 

63.  Flanges  of  plate  girders  running  over  14 
inches  in  width,  or  projecting  more  than  3  inches 
beyond  the  edge  of  flange  angles,  shall  have  at  least 
four  lines  of  rivets. 

64.  In  all  plate  girders  having  cover  plates,  at 
least  one  plate  on  each  flar.ge  shall  extend  fjrom  end 
to  end  of  the  same,  and,  in  general,  cover  plates  shall 
be  made  of  such  lengths  as  to  allow  of  at  least  two 
rows  of  rivets  of  the  regular  pitch  being  placed  at 
each  end  of  the  plate,  in  addition  to  those  theoreti- 
cally required. 

65.  The  webs  of  plate  girders  shall  have  stiff- 
eners   riveted   on  both   sides,   with   a   close  bearing 
against  upper  and  lower  flange  angles,  at  the  ends 
and  inner  edges  of  bearing  plates,  and  at  all  points 
of  local  and  concentrated  loads;  and  also  when  the 
thickness  of  web  is  less  than  1-60  of  the  unsupported 
distance  between  flange  angles,  at  points  throughout 
the  length  of  the  girder,  generally  not  farther  apart 
than  the  depth  of  the  full  web  plate,  with  a  maxi- 
mum limit  of  5  feet. 


SECTION    5. — MATERIALS. 

A.— Rolled  Steel 


Character  of 
Rolled  Steel. 


Phosphorus 
Limit.     Acid, 
Open-Hearth 
Steel. 

Phosphorus 
Limit.    Basic 
Open -Hearth 

Steel. 

Surface 

Requirement*. 


1.  In   general,   soft   steel   will   be  used   in   all 
parts  of  the  work.     For  pins,  lateral  bolts  and  ex- 
pansion rollers,  however,  medium  steel  will  be  used. 
All  steel  must  be  made  by  the  open-hearth  process, 
and  may  be  either  basic  or  acid,  at  the  discretion  of 
the  Chief  Engineer. 

2.  If  made  in  an  acid  furnace,  the  maximum 
allowable  amount  of  phosphorus  in  the  finished  pro- 
duct shall  be  six-hundredths  of  one  per  cent. 

3.  If  made  in  a  basic  furnace,  the  maximum 
allowable  amount  of  phosphorus  in  the  finished  pro- 
duct shall  be  four-hundredths  of  one  per  cent. 

4.  The  finished  product  shall  be  perfect  in  all 
parts  and  free  from  irregularities  and  surface  imper- 
fections of  all  kinds.     All  steel  must  be  free  from 
piping. 


SPECIFICATIONS  FOB  STEEL  BAILBOAD  BBIDGES.     471 


Pieces. 


5.  No  difference  of  more  than  two  and  one- 
half  per  cent,  from  the  section  shown  on  the  plans   Weight.' 
will  be  permitted,  except  in  the  case  of  extra  wide 
plates. 

6.  Every  finished  plate,  bar  or  angle  shall  be 
plainly  stamped  on  one. side,  near  the  middle,  with  a 
number  identifying  the  melt.     Steel  for  pins  shall 
have  the  melt  numbers  stamped  on  the  end.     Rivet 
steel  and  small  pieces,  not  forming  part  of  the  calcu- 
lated section  of  members,  may  be  shipped  in  bundles 
wired  together,  with  the  melt  number  on  a  metal 
tag  attached. 


B.—Cast  Steel. 

7.  Cast  steel  shall  be  made  in  an  open-hearth 
furnace,  and  shall  fulfill  the  following  requirements: 

(a)     All  steel  castings  shall  be  annealed. 

(&)  Every  steel  casting  shall  be  made  with  a 
coupon  for  testing,  which  coupon  shall  be  cut  off 
after  annealing,  and  the  test  shall  be  made  from  a 
f-inch  round  cut  from  the  coupon.  The  test  piece 
shall  show  an  ultimate  strength  of  at  least  65,000 
pounds,  an  elastic  limit  of  not  less  than  33,000 
pounds,  an  elongation  of  at  least  15  per  cent,  in  two 
inches,  and  a  reduction  of  area  of  20  per  cent,  at  the 
point  of  fracture. 

(c)  When  the  bearing  surface  of  any  steel 
casting  is  finished,  there  shall  be  no  blow-hole  visible 
exceeding  one  inch  in  either  dimension,  nor  exceed- 
ing one-half  a  square  inch  in  area.  The  length  of 
blow-holes  cut  by  any  straight  line  laid  in  any  direc- 
tion shall  never  exceed  one  inch  in  any  one  foot. 

C. — General  Tests. 


CastSteeL 
General. 

Annealing  of 
Steel  Cast- 
ings. 

Tests  of  Steel 
Castings. 


Soundness  of 
Steel  Cast- 
ings. 


Sample  Bar. 


8.  A  sample  bar  not  more  than   two  inches 
wide,  and  having  a  sectional  area  of  not  less  than 
one-half  a  square  inch,  shall  be  cut  from  the  finished 
product   of  every  melt.     When  taken   from   metal 
more  than  two  inches  thick,  the  sample  may  be  a 
turned,  round  bar.     The  laboratory  tests  shall  be 
made  on  this  sample  bar  in  its  natural  state,  without 
annealing. 

9.  When  a  melt  is  rolled  into  several  varieties     *rictk>  — 
of  material,  each  variety  shall  be  separately  tested, 

A   variety   shall   consist   of   one   of  the    following 
shapes:      Sheared    Plates,    Universal    Mill    Plates, 


Material  to 


472 


COMPLETE   SPECIFICATIONS. 


Measured 
Length  of  8 
Inches  for 
Elongation 
Test. 
Bending  Test: 


Drifting  Test. 


Ultimate 
Strength,  Elas- 
tic Limit,  Ac. 


Beams,  Angles,  Channels,  Z  Bars,  Flats,  Rounds, 
Pin  Steel,  Eye-bar  Steel. 

10.  In  the  laboratory  tests,  measurements  to 
determine  elongation  shall  be  made  on  an  original 
length  of  eight  inches. 

11.  A  piece  of  each  sample  bar  shall  be  bent 
cold  1 80  degrees,  and  closed  up  against  itself.     In 
the  case  of  "pin  steel"  the  test  shall  be  considered 
satisfactory  if  no  crack  nor  flaw  appear  on  the  out- 
side of  the  bent  portion  until  the  diameter  of  the  cir- 
cle around  which  the  specimen  is  bent  has  become 
less  than  the  thickness  of  the  sample  bar.     Samples 
of  "soft  steel"  will  be  further  required  to  close  upon 
themselves  without  developing  any  crack  or  flaw  on 
the  outside  of  the  bent  portion  before  the  test  shall 
be  considered  satisfactory. 

12.  The  ductility  of  the  metal  must  be  such 
that  a  punched  hole  J  inch  in  diameter,  the  center  of 
which   is   not   more  than   one   and   one-half   inches 
from  the  sheared  or  rolled  edge  of  the  piece,  may  be 
enlarged   by   drifting   to   a   diameter    50   per   cent, 
greater  than  the  original  hole  without  cracking  the 
specimen  at  any  point. 

13.  The  sample  bar  shall  be  tested  in  a  lever 
machine,    and    shall    fulfill    the    following    require- 
ments : 


Fracture. 


Minimum 
Limits. 


Duplicate 
Tests,  When 
Allowed. 


Chemical 

Analyses. 


Ultimate 
Strength. 

Elastic 
Limit. 

Elonga- 
tion. 

Reduction 
of  Area. 

PinSteel  
Soft  Steel  ...     . 
Rivet  Steel  

62,000  to  70,000  Ibs. 
52.000  to  62,000  Ibs. 
48,000  to  56.000  Ibs. 

33,000  Ibs. 
28,000  Ibs. 
28,000  Ibs. 

17  per  ct. 
25  per  ct. 
28  per  ct. 

40  per  ct. 
50  per  .*. 
56  per  ct. 

14.  The  entire  fracture  shall  be  silky. 

15.  The  requirements  for  Elastic  Limit,,  Elon- 
gation and  Reduction  of  Area  are  minima,  and  no 
steel  will  be  accepted  which  fails  to  meet  these  re- 
quirements, except  as  provided  in  Clause  16. 

1 6.  Duplicate  tests   may  be   made   when   the 
sample  tested  fulfills  five  or  the  six  requirements.  If 
the  second  test  and  also  the  average  of  both  tests 
meet  all  the  requirements  the  melt  may  be  accepted. 

1 7.  Analyses  shall  be  made  showing  the  amount 
of  phosphorus,  carbon,  sulphur,  silicon  and  man- 
ganese whenever  required,  the  drillings  for  these 
analyses  being  taken  directly  from  the  finished  ma- 
terial. 


SPECIFICATIONS  FOB  STEEL  BAILBOAD  BBIDGES.     473 


D.— Full-Sized  Eye-bar  Tests. 

18.  The  eye-bars  required  for  full-sized  tests 
ind  those  required  for  the  structure  shall  be  made 
at  one  time,     The  test  bars  shall  be  selected  by  the 
inspector  and  must  be   fair  average  specimens  of 
those  which  would  be  classed  as  good  bars,  accept- 
able for  the  work.     No  bar  which  is  known  to  be 
defective  in  any  way  shall  be  selected  for  testing. 

19.  The  test  bars  shall  show  an  elastic  limit  of 
not  less  than  27,ooo  pounds  and  an  ultimate  strength 
of  not  less  than  48,000  pounds  per  square  inch  of 
section. 

20.  The  test  bars  will  be  required  to  develop 
an  average  stretch  of  16  per  cent,  and  a  minimum 
stretch  of  14  per  cent,  before  breaking.     The  elon- 
gation to  be  measured  on  a  gauged  length  of  10  feet, 
including  the  fracture. 

21.  The  specified  elongations  are  minima,  and 
a  failure   in  these   requirements   will  be   sufficient 
cause  for  condemning  the  bars  represented  by  the 
test. 

22.  In  general,  bars  will  be  required  to  break 
in  the  body.     When  a  bar  breaks  in  the  head,  but 
develops  14  per  cent,  elongation  before  breaking,  a 
second  bar  shall  be  selected  from  the  same  lot.     If 
this  bar  breaks  in  the  body  and  the  average  elonga- 
tion of  the  two  bars  is  not  less  than  16  per  cent.,  the 
bars  of  this  lot  may  be  accepted. 

23.  If  more  than  one-third  of  all  the  bars  tested 
break  in  the  head,  this  shall  be  deemed  sufficient 
cause  for  the  rejection  of  the  entire  bill  of  eye-bars. 

SECTION    6. WORKMANSHIP. 


Selection  of 
Eye-Bart  lot 
Test. 


Elastic  Limit 
and  Ultimate 
Strength  of 
Test  Bars. 


Elongation  of 
Test  Bars. 


Minimum 
Limit  of 
Elongation* 


Location  of 
Fractures. 


Condemna- 
tion if  Bars 
Break  in 
Head. 


, 


24.  All  workmanship  must  be  of  the  best  kind 

now  in  use.     Where  there  is  any  uncertainty  as  to     »Pin 
the  quality  of  the  work  required  by  the  plans  or 
specifications,  it  shall  be  the  duty  of  the  inspector  to 
require  the  best  class  of  work  which  any  interpreta- 
tion would  admit  of. 

25.  All  plates,  angles  and  shapes  shall,  when 
necessary,  be  carefully  straightened  at  the  shop  be- 
fore assembling. 

26.  The  nominal  size  of  rivets  shown  on  the 
plans  shall  be  understood  to  be  the  actual  size  of  the 
cold  rivet  before  heating. 


474 


COMPLETE   SPECIFICATIONS. 


RivetT°ld 


Material  EX- 


Reaming  Must 
be  Done  After 


27.  The  diameter  of  the  finished  rivet  hole  shall 
be  not  more  than  one-sixteenth  of  an  inch  greater 
than  the  diameter  of  the  cold  rivet,  and  shall  always 
be  of  such  size  that  the  hot  rivet  shall  not  drop  freely 
into  the  hole,  but  shall  require  a  slight  pressure  to 
force  it  in. 

28.  Soft  steel  up  to  a  thickness  of  £  inch  may 
be  punched  without  subsequent  reaming.     Soft  steel 
of  greater  thickness  than  f  inch  must  be  punched 
with  holes  -J  inch  less  in  diameter  than  the  size  of  the 
rivets  shown  on  the  drawings,  and  the  holes  then 
reamed  to  the  proper  size. 

29.  All  reaming  of  rivet  holes  must  be  done 
after  the  various  pieces  have  been  punched  and  as- 
sembled.    After  reaming,  every  hole  shall  be  entirely 
smooth,  showing  that  the  reaming  tool  has  every- 
where touched  the  metal. 

30.  Before  assembling,  the  several  pieces  shall 
be  cleaned.     The  surfaces  in  contact  shall  then  be 
painted  with  one  heavy  coat  of  red-lead  paint,  and 
the  parts  assembled  while  the  paint  is  fresh,  and  then 
reamed  and  riveted  up. 

31.  All  abutting  surfaces  of  compression  mem- 
bers  (except  the  flanges  of  plate  girders)   shall  be 
carefully  faced  so  as  to  have  even  bearings  after  they 
are  riveted  up  complete.     Abutting  members  fitted 
with  splice  plates  must  be  brought  into  close  and 
forcible  contact,  and  the  rivet  holes  reamed  in  posi- 
tion before  leaving  the  works ;  the  splice  plates  being 
marked  so  as  to  go  in  the  same  position  in  erecting. 

32.  Compression    members    must    be    straight 
Straight.         and  free  from  kinks  or  buckles  in  the  finished  piece, 
surfafef earinff         33*     ^  bearing  surfaces  shall  be  truly  faced. 
Web  stiffeners          34-     The  web  stifTeners  of  plate  girders  shall  in 
to  Bear.          an   cases  have  a  close  bearing  against  the  flange 

angles. 

5lS?in!rersles  35'  ^hc  flange  angles  of  stringers  must  be 
Must^  be  square  square  and  straight.  The  outside  edges  of  the  top 
angles  carrying  the  cross-ties  must  never  be  above  a 
true  plane,  and  not  more  than  1-16  inch  below  a  true 
plane  coincident  with  the  roots  of  the  angles. 
Finishing  Ends  ^6.  The  ends  of  all  stringers  and  floor  beams 
shall  be  squared  in  a  facer.  The  header  angles  of 
stringers  and  floor  beams  shall  be  perfectly  square 
and  so  accurately  fitted  that  when  the  ends  of  the 
stringers  and  floor  beams  are  faced  to  the  figured 
length,  the  amount  of  metal  removed  shall  not  reduce 


Cleaning  and 
Painting  Con- 
tact Surfaces. 


Abutting  Sur 
faces  to  be 
Faced. 


Compression 

Members  to  be 


and  Straight. 


of  Stringers 
and  Floor 
Beams. 


SPECIFICATIONS  FOE  STEEL  EAILEOAD  BEIDGES.      475 


the  thickness  at  the  roots  of  the  header  angles  by 
more  than  1-16  inch  while  securing  a  true  surface 
for  the  whole  width  of  the  connection. 

37.  In  all  fields  connections,  except  for  lateral 
and  sway  bracing,  the  various  parts  to  be  .riveted  to- 
gether shall  be  assembled  in  the  shop,  and  all  open 
holes  shall  be  reamed  out  while  the  parts  are  so  as- 
sembled; or  an  iron  templet  at  least  one  inch  thick 
shall  be  made  and  all  parts  reamed  to  fit  this  templet. 

38.  All  rivets,  whether  driven  by  power  or  by 
hand,  shall  be  regular  in  shape,  with  hemispherical 
heads  (conformable  in  shape  and  size  to  the  standard 
templets  of  the  Pennsylvania  Railroad  Company) 
concentric  with  the  axes,  absolutely  tight,  and  shall 
completely  fill  the  holes.     Tightening  by  caulking  or 
recupping  will  not  be  allowed. 

39.  After  the  working  is  completed,  eye-bars 
shall  be  annealed  in  a  suitable  annealing  furnace  by 
heating  them  to  a  uniform  dark-red  heat  and  allow- 
ing them  to  cool  slowly. 

40.  The  thickness  of  the  heads   of  eye-bars 
shall  not  be  more  than  1-16  inch  greater  than  the 
thickness  of  the  bar;  the  form  of  the  heads  to  be  de- 
termined by  the  dies  in  use  at  the  works  where  the 
bars  are  made,  provided  that  the  heads  shall  be  of 
sufficient  strength  to  break  the  body  of  the  bar. 

41.  Eye-bars  shall  be  bored  truly  and  at  exact 
distances;  the  pin-holes  to  be  in  the  axis  of  the  bar 
and  exactly  at  right  angles  to  the  planes  of  the  flat 
surfaces. 

42.  When  all  the  bars  of  the  same  panel  are 
piled  together,  it  shall  be  possible  to  pass  the  pins 
through  both  pin-holes  at  the  same  time  without 
driving.     Every  bar  shall  be  tested  for  this  require- 


ment. 

43 
rolled. 

44 


Pins  up  to  7  inches  in  diameter  shall  be 


All  pin-holes  in  riveted  members  shall  be 
bored  or  drilled  after  all  other  work  is  completed. 
They  shall  be  bored  parallel  with  each  other  and  at 
right  angles  to  the  axis  of  the  member,  and  no  varia- 
tion of  more  than  1-32  inch  will  be  allowed  in  the 
length  between  centres  of  pin-holes. 

45.  All  pin-holes  shall  be  bored  with  a  sharp 
tool  making  a  clean,  smooth  cut.  Roughness  in  pin- 
holes  will  be  sufficient  reason  for  rejecting  a  whole 
member. 


Field  Conner 
lions  to  be 
Shop-Fitted. 


Shape  of 

Rivet-Head*, 

Ac. 


Annealing 
Eye-Bars. 


Heads  of 
Eye- Bars. 


Boring  Eye* 
in  Eye-Bars. 


Test  for 
Length  of 
Eye- Bars. 


Pins  to  be 
Rolled. 

Pin-Holes  In 

Riveted 

Members. 


Smoothness 
of  Finish. 
Pin-Holes. 


476 


COMPLETE    SPECIFICATIONS. 


Hoiesin  Pi°" 


Pin-Hoies. 


oiling  afi  Ma- 
teriai  Before 


faces. 


MrS£Stof 
Surfaces. 


Specifications 

Binding  on 

Sub-Con- 
tractors. 


46.  All  pin-holes  shall  be  bored  to  fit  the  pins 
with  a  play  not  exceeding  1-32  inch. 

4?-  .  Shop  measurements  shall  be  made  between 
the  bearing  edges  of  tension  or  compression  mem- 
bers, with  a  proper  allowance  for  the  diameter  of  the 
pin.  An  iron  standard  of  the  same  temperature  as 
the  piece  measured  shall  always  be  used. 

48-  All   pins   shall   be  accurately  turned   to  a 
gauge,  and  shall  be  of  full  size  throughout. 

49-  *n  £eneral  a^  material  shall  be  cleaned, 
and  if  necessary  scraped,    and    given    one   coat    of 
boiled  linseed  oil  after  inspection  and  before  ship- 
ment. 

5°-  A11  inaccessible  surfaces  shall  be  given  one 
heavy  coat  of  red  lead  in  raw  linseed  oil  before  ship- 
ment. 

5*-  All  machined  surfaces  shall  be  cleaned, 
oiled  and  given  a  heavy  coat  of  white  lead  and  tallow 
after  inspection  and  before  shipment. 

r2.     Sub-contractors  are  fully  bound  by  these 

.%         .  *.    e  J 

specifications  in  every  respect,  and  free  access  and 
information  is  to  be  given  by  them  for  thorough 
inspection  of  material  and  workmanship,  and  all  re- 
quired test  pieces,  etc.,  properly  shaped,  are  to  be 
provided,  as  may  be  requested,  without  charge.  All 
shipments  of  material  not  properly  inspected  and 
passed  are  at  the  risk  of  the  principal  contractor. 

53.  In  all  cases,  figured  dimensions  on  draw- 
ings  are  to  be  taken  in  preference  to  any  measure- 
ments  kv  scaie>  an(j  no  alterations  are  to  be  made 
unless  authorized  in  writing  by  the  Chief  Engineer 
or  the  Engineer  of  Bridges. 

General  Clauses. 


Proposal.  I.  Bidders  shall  submit  sealed  proposals  in 

conformity  with  the  terms  named  in  the  letter  of  in- 
vitation. When  so  required  the  proposal  shall  be 
accompanied  by  a  strain  sheet,  with  full  information 
as  to  calculated  stresses  and  sizes  of  all  material. 

indemnity  from         2.     The  contractor  shall  bear  the  cost  of  any 

,  .   ,  .  ,       ,     ,,  ,,      ,  J 

suit  which  may  arise,  and  shall  pay  all  damages 
which  may  be  awarded  in  consequence  of  the  use  by 
said  contractor  of  any  patented  device  in  the  con- 
struction of  any  bridge  or  other  work  under  these 
specifications  and  for  the  use  of  the  Pennsylvania 
Railroad  Company. 


No  Alterations 
Unkss         r- 


Patent  Suits. 


SPECIFICATIONS  FOR  STEEL  RAILROAD  BRIDGES.      477 


3.  Immediately  after  the  award  of  a  contract  gjJJ" 
for  bridge  or  other  structural  work,  a  complete  set 
of  drawings  in  detail,  including  the  strain  sheet  above 
mentioneds  shall  be  furnished  by  the  contractor;  the 
drawings  to  be  made  on  the  dull  side  of  tracing  linen 
and  the  size  of  each  drawing  to  be  24  inches  by  36 
inches.  Blue  prints  of  these  drawings  shall  be  sub- 
mitted to  the  Chief  Engineer  of  the  railroad  company 
for  his  approval  before  work  is  begun  in  the  shop. 

After  approval  of  the  drawings  the  contractor 
shall  furnish  the  Chief  Engineer  with  3  sets  of  prints 
for  temporary  use  during  the  progress  of  the  work, 
and  upon  completion  of  the  work  the  original  tracings 
shall  be  permanently  filed  in  the  office  of  said  Chief 
Engineer. 

WM.  H.  BROWN, 
WM.  A.  PRATT,  Chief  Engine*. 

Engineer  of  Bridges. 

January  i,  1901. 


478 


COMPLETE    SPECIFICATIONS. 


TABLE   A. 
LIVE   LOADS — SPANS    FROM   5  TO    IIO   FEET. 


EQUIVALENT  UNIFORM  LOADS  IN 

Spans 

Moments. 

1O  oil 

Shears. 
1  Rail. 

Cross-girder 
Reactions. 

POUNDS  PER  FOOT  OF  TRACK. 

infect. 

Kau. 
Foot-pounds. 

Pounds. 

1  Rail. 
Pounds. 

Cross- 

Moments. 

Shears. 

girder 

Reactions. 

5 

31300 

25000 

25000 

2OOOO 

2OOOO 

1  0000 

6 

37500 

25000 

25700 

16670 

16670 

8570 

7 

43800 

26700 

31400 

14280 

15260 

8970 

8 

50000 

28900 

35800 

12500 

14450 

8950 

9 

56300 

30600 

39100 

IIIIO 

13600 

8Soo 

10 

62500 

3^500 

41800 

10000 

13000 

8360 

ii 

68800 

34100 

44000 

9090 

12400 

8000 

12 

78400 

35800 

47700 

8710 

11930 

79  So 

'3 

935°° 

38100 

50800 

8850 

11720 

7820 

14 

IIOOOO 

40100 

53400 

8980 

11460 

7630 

15 

1  26500 

41800 

56400 

9000 

11150 

7520 

16 

143000 

43300 

59100 

8940 

10830 

7390 

17 

159500 

45300 

61400 

8830 

10660 

7220 

18 

176000 

47700 

63400 

8690 

10600 

7040 

192500 

49800 

65300 

8530 

10480 

6870 

20 

209000 

51700 

66900 

8360 

10340 

6690 

21 
22 

227900 
249600 

53400 
55000 

68500 
69800 

8270 
8250 

10170 

10000 

6520 
6350 

33 

271200 

56400 

71500 

8200 

9810 

6220 

24 

292900 

57800 

73200 

8140 

9630 

6100 

J5 

314700 

59000 

75500 

8060 

9440 

6040 

26 

336400 

60500 

77500 

7960 

9310 

596o 

27 

358200 

61900 

79400 

7860 

9170 

5880 

28 

379900 

63200 

SlIOO 

7750 

9030 

5790 

29 

401700 

64400 

83000 

7640 

8880 

5720 

30 

424000 

65SOO 

85000 

7^40 

8730 

5670 

32 

473200 

67600 

89600 

7390 

8450 

5600 

34 

522400 

69400 

93600 

7230 

8170 

36 

571600 

71900 

97900 

7060 

7990 

5440 

38 

620900 

74100 

102700 

6880 

7800 

40 

670100 

76200 

107000 

6700 

7620 

5350 

42 

719300 

78700 

III500 

6520 

7500 

53^0 

44 

768500 

SlOOO 

II6000 

6350 

7360 

46 

819700 

83000 

120400 

62OO 

7220 

5230 

48 

876000 

85600 

125200 

6080 

7130 

5220 

50 

938700 

87900 

129800 

6OIO 

7030 

5190 

g  P 

Tnnninn 

O1QOO 

5810 

6830 

S3 
6O 

I2771OO 

QQ^OO 

5680 

6620 

6c 

*  1  1  jr*J 

IO4OOO 

6400 

uj 

I6774.OO 

5480 

6260 

7C 

*W  I'T**J 
l8QQ2OO 

ITC7OO 

OT'-"-' 
1:4.00 

6170 

80 

iwyy«ww 

2177600 

*  LJI^*J 
I223OO 

OTWV-' 

C74O 

V/A  y  V 

6120 

8c 

•**O  l*-"^* 

I2Q4OO 

OOTW 

6090 

vj 

2666lOO 

*  ~7  T  v-/vy 

«J27O 

6040 

e 

I423OO 

3"  /'-' 
52IO 

IOO 

72  14.  6OO 

I48lOO 

5920 

,J*  1*|.*JVAJ 

co8o 

no 

3800500 

159700 

y-nj^j 
5030 

5810 

SPECIFICATIONS  FOB  STEEL  BAILBOAD  BRIDGES.      479 


TABLE    B. 

COEFFICIENTS    OF   STRESS   INCREMENT. 
Gate  1.— Stresses  of  one  kind  only— all  compression  or  all  tension, 
i— R 

~i+R 


R. 

k. 

R. 

k. 

R. 

k. 

R. 

k. 

R. 

k. 

1.  00 

.000 

0-79 

.117 

0.58 

.266 

o.37 

.460 

o.  16 

.724 

•99 

.005 

.78 

.124 

•57 

.274 

•36 

•479 

•15 

•739 

.98 

.010 

•77 

.130 

•56 

.282 

•35 

.482 

.14 

•754 

•97 

.015 

.76 

.136 

•55 

.290 

•34 

•493 

•13 

•770 

.96 

.020 

•75 

•H3 

•54 

.299 

•33 

•504 

.12 

.786 

95 

.026 

•74 

.149 

•53 

•307 

•32 

•515 

.11 

.802 

•94 

.031 

73 

•156 

•52 

.316 

•31 

•527 

.IO 

.818 

•93 

.036 

•72 

.163 

•325 

•30 

•538 

.09 

•835 

•92 

.042 

.170 

•50 

•333 

.29 

.08 

.852 

.91 

.047 

70 

.176 

•49 

•342 

.28 

563 

.07 

.869 

•053 

.183 

.48 

•351 

.27 

•575 

06 

.887 

.89 

.058 

.68 

.190 

•47 

•  361 

.26 

.587 

•05 

•905 

.88 

.064 

.67 

.198 

46 

•370 

•25 

.600 

.04 

•923 

.87 

.86 

.070 
•075 

.66 
•65 

.205 

.212 

•45 
•44 

•379 
•389 

•24 
•23 

^626 

•03 
.02 

.942 
.961 

•85 

.081 

•64 

.220 

•43 

•399 

.22 

•639 

.OI 

.980 

•84 

.087 

•63 

.227 

.42 

.408 

.21 

•653 

.OO 

I.  000 

•83 

<>93 

.62 

•235 

.418 

.20 

.667 

.82 

.099 

.61 

.242 

.40 

.429 

.19 

.681 

.81 

.105 

.60 

250 

•439 

.18 

•695 

.80 

.in 

•59 

.258 

•38 

•449 

.17 

.709 

180 


COMPLETE    SPECIFICATIONS. 


TABLE  c. 

COEFFICIENTS    OF    STRESS    INCREMENT. 
Case  2.—  Stresses  subject  to  reversal. 


2—  R 


R. 

k. 

R. 

k. 

R. 

k. 

R. 

k. 

R. 

k. 

0.00 

.000 

0.21 

•235 

0.42 

•532 

0.63 

1.920 

0.84 

2.444 

.01 

.010 

.22 

•247 

•43 

.548 

64 

1.941 

•85 

2.478 

.02 

.020 

•23 

.260 

•44 

•564 

•65 

1.963 

.86 

2.509 

•03 

.030 

.24 

•273 

•45 

.581 

.66 

1.985 

.87 

2.540 

.04 
•05 

.041 
.051 

•25 
.26 

.286 
•299 

.46 
•47 

•597 
.614 

:3 

2.007 
2.030 

88 
•89 

2-571 
2.603 

.06 

.062 

•27 

.312 

.48 

•  632 

.69 

2-053 

.90 

2.636 

:3 

^ 

.28 
29 

•325 
•339 

•49 
•50 

.649 
.667 

.70 

2.077 

2.IOI 

.92 

2.670 

2  704 

.09 

.094 

3° 

•353 

•51 

.685 

•72 

2.125 

•93 

2.738 

.10 

.11 

.105 
.116 

•32 

•367 
•38i 

•52 
•53 

•703 
.721 

•73 

•74 

2.150 
2.175 

•94 
•95 

2.809 

.12 

.128 

33 

•395 

•54 

.740 

•75 

2.200 

.96 

2.846 

.13 

•  139 

•34 

.409 

•55 

•759 

.76 

2.  226 

•97 

2.884 

.14 

.150 

•35 

•424 

•56 

.778 

•77 

2.252 

•98 

2.922 

•15 

.162 

•36 

•439 

•57 

•797 

.78 

2.279 

•99 

2.960 

.16 

•174 
.186 

3 

.469 

•58 
•59 

.817 
•837 

2.306 

2-333 

i  .00 

3-000 

.l8 

.198 

•39 

.484 

.60 

•857 

.Si 

2.361 

.19 

.210 

.40 

.500 

.61 

.878 

.82 

2  390 

.20 

1.222 

.516 

.62 

.899 

•83 

2.419 

SPECIFICATIONS  FOB  STEEL  EAILEOAD  BEIDGES.      481 


TABLE   D. 

PERMISSIBLE    COMPRKSSIVE    STRESSES. 
1—  length  of  piece;  r—  least  radius  of  fry  ration  (both  in  inches). 


p— 


I5»000 


1 

r 

P 

1 

r 

P 

1 

r 

P 

1 

r 

P 

10 

14900 

38 

13550 

66 

11340 

94 

9070 

12 

14840 

40 

13410 

63 

11170 

96 

8910 

14 

14790 

13270 

70 

1  10  10 

98 

8760 

16 

14720 

44 

13120 

72 

10840 

100 

8620 

18 

14650 

46 

12970 

10670 

102 

8470 

20 

H570 

48 

12820 

76 

10510 

104 

8330 

32 

14480 

50 

12660 

78 

10340 

106 

8190 

34 

14380 

52 

12500 

80 

10180 

108 

8050 

26 

14280 

12340 

82 

IOOIO 

no 

7910 

28 

14170 

56 

12170 

84 

9850 

112 

7780' 

30 

14060 

58 

1  2010 

86 

9690 

114 

7640 

13940 

60 

11840 

88 

9530 

116 

7510 

34 

13820 

62 

II670 

90 

9370 

118 

7380 

36 

13690 

64 

II5XO 

92 

9220 

120 

7260 

31 


482 


COMPLETE   SPECIFICATIONS, 


TABLE  E. 
MAXIMUM   BENDING   MOMENTS  IN   PINS. 

With  extreme  Fibre  Stresses  of  22000  pounds  per  square  Inch  for  Soft 
Steel,  and  25000  pounds  per  square  inch  for  Medium  Steel. 


Dlara.  of  Pin 
in  Inches. 

Area  of 
Pin  in 
Square 
Inches. 

MOMENTS  IN  INCH- 
POUNDS. 

e 

£  - 

•4-1     V 

o  — 

.  0 

Area  of 
Pin  in 

Square 
Inches. 

MOMENTS  IN  INCH- 
POUNDS. 

22000  Ibs. 
per  sq.  in. 

25000  Ibs. 
per  sq.  in. 

22000  Ibs. 
per  sq    in. 

25000  Ibs. 
oer  sq.  in. 

2 

3-142 

17280 

19600 

*y* 

33-I83 

593100 

674000 

*% 

3-547 

20730 

23600 

6% 

34-472 

628000 

713700 

234 

3-976 

24600 

28000 

6% 

35-785 

664200 

754Foo 

2^j 

4-430 

28900 

32900 

6* 

37.122 

701800 

797500 

2M 

4.909 

33700 

38400 

7j 

38.485 

740800 

841900 

2^8 

5-412 

39000 

44400 

39-87I 

781200 

887800 

2% 

5-940 

44900 

51000 

7/4 

41.282 

823000 

935300 

2% 

6.492 

51300 

58300 

7% 

42.718 

866300 

984500 

3 

7.069 

58300 

66300 

44-J79 

9II200 

1035400 

3H 

7  670 

65900 

74900 

7% 

45.664 

957500 

1088100 

8.296 

74100 

84300 

1*4 

47-173 

1005300 

1142500 

3% 

8.946 

83000 

94400 

48.707 

1054800 

1198700 

3% 

9.621 

92600 

105200 

88 

50.265 

1  105800 

1256600 

3% 

10.321 

102900 

116900 

8/^j 

51-849 

1  158500 

1316500 

3% 

11.045 

113900 

129400 

8j4 

53-456 

I2I28OO 

1378200 

37A 

"-793 

125600 

142800 

8% 

55.088 

1268800 

1441800 

4} 

12.566 

138200 

I57IOO 

56.745 

1326400 

1507300 

13-364 

151600 

172300 

8*S 

58.426 

1385800 

1574800 

4% 

14.186 

165800 

188400 

8% 

60.132 

1446900 

1644200 

'  4i^ 

15-033 

180800 

205500 

81 

61.862 

1509800 

1715700 

15-904 

196800 

223700 

9i 

63.617 

1574500 

1789200 

4% 

16.800 

213700 

242800 

65-397 

1641100 

1864800 

4% 

17.721 

231500 

263000 

9% 

67.201 

1709400 

1942500 

4% 

18.665 

250200 

284000 

9% 

69.029 

1779600 

2022300 

5j 

I9-635 

270000 

306800 

70.882 

1851800 

2104300 

20.629 

290700 

330400 

9% 

72.760 

1925900 

2188500 

5/4 

21.648 

312500 

355200 

9H 

74.662 

200IQOO 

2274900 

5|* 

22.691 

335400 

381100 

76.590 

2079900 

2363500 

23.758 

359300 

408300 

10 

78-54 

2159900 

2454400 

5*1 

24-850 

384400 

436800 

10^4 

82.52 

2325900 

2643100 

25.967 

410600 

466600 

10% 

86.59 

25OO2OO 

2841200 

6  * 

27.109 
28.274 

.38000 
466500 

497700 
530200 

II 

90.76 
95.03 

2683200 
2874800 

3049100 
3266800 

6^6 

29.465 

406300 

564000 

ll% 

99.40 

3075400 

3494800 

6^4 

30.680 

527300 

599200 

11^2 

103.87 

3284800 

3732800 

6* 

3^-919 

559600 

635900 

12 

113.10 

3732200 

4241200 

SPECIFICATIONS  FOE  STEEL  EAILEOAD  BEIDGES.     483 


M 

- 

1 

* 

R 

fO 

M 

a 

NOO 

0 

1 

8, 

*>. 

2 
P 

rae 
H- 

f 

21120 

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s 

~ 

1 

1 

ON 

rmCKNBSJ 

•ER  SQUAI 

* 

M 

1 

M 

j 

PFBRENT  1 

POUNDS  i 

- 

§> 

o 

§s 
r< 

o 

CH 

•<h 

1 

« 

Q| 
u  < 

< 

1 

1 

1 

1 

M 

1. 

UNO  VALI 

~ 

1 

§ 

00 

1 

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ro 

1 

&  £ 

H 

•C 

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0 

OQ 

1 

1 

M 

|| 

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1 

0 
»>. 

a 

00 

1 

11 

"s   *• 

< 

I 

t 

1 

0 

O 
00 

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ff 

i*~ 

N 

«a 
1 

5 

1 

f 

0 

1 

ilues  above  01 
[>r  to  left  of  lo 

|| 

u   • 

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1 

6 

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oo 

6 

6 

6 

Ml  Bearing  V 
Values  below 

|I 

en 
V 

u 

^c 

- 

* 

- 

H- 

iH 

484 


COMPLETE   SPECIFICATIONS. 


o 

4! 

1 

1 

u 

to 

3 

o 

§ 

1 

• 

H 
H 

f 

4{ 

I 

1 

8 

s 

| 

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CO 

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t 

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o|| 

0 

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o 

vO 
ts 

R 

o 

1 

M 

O 

&                      «o 

fc  £        1 

4| 

g 

8 

N 

R 

ro 

N 

8, 

| 

R 

CO 

f. 

M 

• 

2  +       « 

S  T         2 

H    s*"-l'    ^          >, 

u 

»SfS 

« 

1 

0 

s 

1 

1 

o 

R 

: 

§o    |      | 

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11  1| 

8 

M 

0 

1 

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8. 

a 

1 

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0      55    II      o        ti) 
«      <  0    -        % 

W       55   "2      c          u 
<      <    3     a        S 

.  ££ 

co 

1 

o 

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a 

CO 

M 

1 

o 

0 

1 

0 

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fc  fc  !    s 

^li 

O 
CO 

o 

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5 

o 

M 

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£      csi  1 

fe                 "c  5         3 

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PRESERVATION   OF  RAILROAD   CROSS-TIES.          485 

189.  German  Specifications  for  the  Preservation 
of  Railroad  Cross-ties.  The  following  Specifications  for  th< 
preservation  of  railroad  cross-ties  are  in  use  on  the  imperial 
German  railways.  They  are  given  with  approval  by  Mr.  O. 
Chanute,  past  President  of  the  American  Society  of  Civil  En- 
gineers, in  a  paper  before  that  Society,  Vol.  XLV  (1901). 
Two  methods  are  here  given,  one  for  pine  ties  and  another  for 
beech  and  oak  ties.  They  are  followed  by  specifications  for 
testing  the  impregnating  materials. 

I.  German  Specifications  for  Impregnating  Pine 
Railroad  Cross-ties,  with  a  Chloride  of  Zinc  Solution 
with  an  Addition  of  Coal  Tar  Containing  Carbolic 
Acid. 

The  process  of  impregnating  by  chloride  of  zinc  solution, 
with  addition  of  coal-tar  oil  containing  carbolic  acid,  is  divided 
into  three  parts. 

1.  Steaming  of  the  ties. 

2.  Production  of  a  partial  vacuum  and  admission  of  the 
impregnating  fluid. 

3.  Compression  (forcing  in)  of  the  impregnating  fluid. 
The  ties  are  loaded  on  iron  cars,  which  are  pushed  into  the 

impregnating  cylinder,  this  is  closed  air-tight,  and  they  are  ex- 
posed to  the  action  of  steam ;  steaming  is  continued  for  a  longer 
or  shorter  period,  according  to  the  time  of  year  and  the  condi- 
tion of  the  ties.  The  admission  of  steam  into  the  impregnating 
cylinder  must  be  regulated  in  such  manner,  that  an  inside 
pressure  of  1.5  atmospheres  (22  Ibs.  per  square  inch)  a'bove  air 
pressure  is  reached  within  30  minutes.  For  dry  ties  it  will 
suffice  to  maintain  this  pressure  in  the  impregnating  .cylinder 
for  30  minutes  longer,  but  for  green  ties  it  should  be  kept  up 
for  another  hour.  For  dry  ties,  therefore,  the  steaming  takes 
at  least  I  hour,  while  for  green  ties  at  least  i£  hours  are  neces- 
sary. A  gauge  attached  to  the  cylinder  indicates  existence  of 
the  specified  pressure.  The  valve  at  the  bottom  of  the  cylinder 
must  be  opened  on  admitting  the  steam,  in  order  that  the  air 
contained  in  it  may  be  driven  out,  but  should  be  closed  when 
steam  begins  to  blow  out.  This  valve  should  be  opened  re- 
peatedly, as  fast  as  steam  condenses ;  open  it  at  least  every  half- 
hour  to  draw  off  the  water,  and  for  the  last  time  just  before 
exhausting  the  air.  When  steaming  is  finished,  the  steam  re- 
maining in  the  impregnating  cylinder  is  allowed  to  escape. 

After  steam  is  discharged  a  partial  vacuum  is  produced 
in  the  cylinder  containing  the  ties,  until  the  vacuum  gauge 
shows  at  the  least  a  column  of  mercury  of  60  cm.  (23.6  ins.); 


486  COMPLETE   SPECIFICATIONS. 

this  partial  vacuum  must  be  maintained  for  ten  minutes.  On 
expiration  of  this  time,  while  continually  preserving  the  partial 
vacuum,  allow  the  impregnating  fluid,  which  meanwhile  has 
been  prepared  in  a  separate  vessel  and  heated  to  at  least  65 
degrees  Cent.  (149  degrees  Fahr.),  to  enter  the  impregnating 
cylinder,  filling  it  entirely.  To  prepare  the  impregnating  fluid, 
add  while  heating,  I  kgr.  of  coal-tar  oil  to  every  15  kgr.  (6  2-3 
per  cent.)  of  the  solution  of  zinc  chloride. 

To  insure  as  perfect  a  mixture  of  the  solution  of  zinc  chlo- 
ride with  the  coal-tar  oil  as  possible,  an  effective  stirring  ap- 
paratus, combined  with  injection  of  steam  and  air,  must  be 
applied. 

Next,  a  pressure  pump  is  used  to  exert  an  excess  of  seven 
atmospheres  above  air  pressure.  This  pressure  to  be  main- 
tained for  not  less  than  30  minutes;  if  necessary,  continue  it 
for  a  longer  time,  until  the  ties  have  absorbed  a  certain  amount 
of  impregnating  fluid  as  specified  hereafter.  The  impregnat- 
ing fluid  is  then  run  off. 

The  chloride  of  zinc  solution  intended  for  impregnating 
must  be  as  nearly  as  possible  free  from  foreign  substances,  and 
there  must  be  no  free  acid.  An  admixture  of  other  metals, 
notably  iron,  can  only  be  allowed  in  a  very  slight  percentage 
and  only  if  it  cannot  be  avoided  in  the  manufacture.  The  solu- 
tion must  have  a  strength  of  3.5  degrees  Beaume  =  1.0244 
specific  gravity  at  a  temperature  of  15  degrees  Cent.  (59  de- 
grees Fahr.).  The  solution  contains  1.26  per  cent,  of  metallic 
zinc. 

The  coal-tar  oil  used  must  not  contain  over  I  per  cent,  of 
oils  that  boil  below  125  degrees  Cent.  (25?  degrees  Fahr.). 
It  must  be  so  little  volatile  that  its  boiling  point  lies  mainly  be- 
tween 150  degrees  and  400  degrees  Cent.  (302  degrees  and 
752  degrees  Fahr.).  In  no  case  is  it  permissible  to  have  more 
than  25  per  cent,  of  its  weight  volatilized  below  235  degrees 
Cent.  (455  degrees  Fahr.).  It  must  contain  at  least  20  to  25 
per  cent,  of  acid  substances  (creosote  or  oils  resembling  car- 
bolic acid)  that  are  soluble  in  caustic  lye  of  soda  of  1.15  specific 
gravity.  The  coal-tar  oil  must  be  entirely  liquid  at  +15  de- 
grees Cent.  (59  degrees  Fahr.),  and  as  much  as  possible  free 
from  naphthaline,  so  that  on  evaporation  (fractional  distilla- 
tion) produced  in  a  glass  vessel  in  groups  of  50  degrees  each, 
it  shall  leave  a  residue  of  not  more  than  5  per  cent,  of  naptha- 
Hne.  Its  specific  gravity  should  not  be  less  than  1.020  at  a 
temperature  of  -MS  degrees  Cent.  (59  degrees  Fahr.)  and 
should  not  exceed  1.055.  To  remove  such  impurities  from  the 
impregnating  fluid  as  are  due  to  the  process,  suitable  settling 
(clarifying)  apparatus  should  be  provided. 

The  Contractor  is  required  to  report  where  he  obtains  his 


PKESEEVATION   OF   RAILROAD    CROSS-TIES.  487 

supplies  of  zinc-chloride  solution  and  of  coal-tar  oil,  intended 
for  use,  and  to  furnish  samples  of  the  same  to  the  Supply 
Office  of  the  Imperial  Railways  at  Strassburg  in  Alsace  before 
commencing  to  impregnate.  He  will  be  permitted  to  purchase 
the  solution  of  zinc  chloride  and  the  carbolized  oil  of  coal-tar 
only  from  such  factories  whose  samples  have  been  approved  by 
the  Management  of  the  Railways.  The  Railway  Management 
reserves  the  right  to  test  the  fluids  used  at  any  time. 

It  is  specified  that  the  average  absorption  of  impregnating 
fluid  contained  in  every  charge  of  the  cylinder  shall  be  the  fol- 
lowing : 

A.  Absorption  of  35  kgr.   (77  Ibs.)  for  each  tie  of 

the  first  class,  length  of  2.7o  m.   (8.85  ft.). 

B.  Absorption  of  26  kgr.   (57  Ibs.)  for  each  tie  of 

the  second  class,  length  of  2.50  m.  (8.2  ft.). 

C.  Absorption  of  310  kgr.  per  cubic  meter  (19  Ibs. 

per  cubic  foot1)  for  ties  of  other  dimensions. 

To  determine  the  amount  of  impregnating  fluid  absorbed 
by  the  ties,  the  following  method  must  be  adopted : 

Weigh  all  ties  on  a  platform  scale  placed  under  roof  im- 
mediately before  steaming  them,  and  again  after  impregnating 
when  dripping  has  ceased.  The  difference  in  weights  equals 
amount  of  impregnating  fluid  absorbed.  A  deduction  of  15 
pfennigs  per  10  kgr.  (16  cents  per  100  Ibs.)  will  be  made  for 
shortage  shown  by  this  weighing  test.  In  case  the  shortage 
amounts  to  more  than  one-sixth  of  the  absorption  specified,  the 
impregnation  must  be  repeated.  If,  on  the  other  hand,  the 
weighing  shows  that  the  ties  have  absorbed  more  than  the 
amount  specified,  a  bonus  of  15  pfennigs  for  every  10  kgr.  (16 
cents  per  100  Ibs.)  will  be  paid  for  such  increase,  up  to  a  maxi- 
mum of  15  per  cent. 

II.  German  Specifications  for  Impregnating  Beech 
and  Oak  Railroad  Cross-ties  with  Hot  Goal  Tar  Oil 
Oontaining  Carbolic  Acid.  The  work  of  impregnating 
with  hot  carbolized  oil  of  coal-tar  (i.  e.,  oil  of  coal- tar  contain- 
ing carbolic  acid)  must  be  divided  into  two  parts. 

1.  Drying  of  the  ties,  i.  e.,  withdrawing  water  from  them. 

2.  Introduction  of  oil  of  coal-tar  under  pressure. 

The  ties  are  run  into  the  impregnating  cylinder  and  this 
is  closed  air-tight.  Next,  a  partial  vacuum,  equal  to  at  least 
60  cm.  (23.6  ins.)  column  of  mercury,  is  produced  in  the  im- 
pregnating cylinder  and  maintained  for  10  minutes,  and  there- 
upon, while  keeping  up  the  vacuum,  the  hot  oil  of  coal-tar  is 

1  8.5  degrees  B.  corresponds  to  2.62  per  cent  dry  zinc  chloride.     Hence,  19  X  2.62  pet 
cent  amounts  to  0.498  Ib.  of  dry  zinc  chloride  per  cubic  foot.— O.  C. 


488  COMPLETE   SPECIFICATIONS. 

made  to  flow  in  until  it  rises  to  a  level  that  will  prevent  sucking 
over  by  the  air  pumps.  The  flowing  in  of  the  coal-tar  oil  may 
be  accomplished  all  at  once  or  at  intervals,  according  to  the 
dryness  of  the  ties.  While  thus  filling  up,  and  afterward,  the 
coal-tar  is  heated  up  inside  the  cylinder  to  at  least  105  degrees 
Cent.  (221  degrees  Fahr.),  but  not  higher  than  115  degrees 
Cent.  (239  degrees  Fahr.),  by  means  of  steam  coils.  This 
heating  should  be  accomplished  during  a  space  of  time  of  not 
less  than  3  hours.  When  this  temperature  is  reached  in  the 
impregnating  cylinder,  it  must  be  kept  up  for  another  hour, 
either  with  or  without  the  partial  vacuum,  as  may  be  judged 
necessary,  in  order  that  the  ties  may  absorb  the  specified  amount 
of  oil  of  coal-tar. 

The  impregnating  cylinder  is  connected  with  a  pipe  con- 
denser from  the  instant  that  filling  with  hot  coal-tar  oil  com- 
mences, and  all  the  aqueous  vapors  driven  out  of  the  ties  are 
condensed  in  this,  the  water  being  carried  to  a  tank.  This  re- 
ceiver must  have  a  water  gauge  from  which  one  can  read  oflf 
the  amount  of  water  evaporated  from  the  ties. 

After  the  drying  of  the  ties  or  the  extraction  of  water  from 
them  is  finished,  the  impregnating  cylinder  is  filled  completely 
and  the  pressure  pump  started,  which  must  produce  a  pressure 
of  at  least  7  atmospheres.  This  pressure  is  to  be  maintained 
for  at  least  30  minutes  in  treating  beech  ties  and  60  minutes  for 
oak  ties,  unless  it  proves  necessary  to  prolong  the  time  to  obtain 
the  amount  of  absorption  specified.  The  oil  of  coal-tar  is  then 
drawn  off. 

The  coal-tar  oil  used  must  be  heavy  oil,  derived  from  the 
distillation  of  coal-tar,  of  greenish  black  color,  specific  gravity 
of  1.045  to  i.ioo  at  15  degrees  Cent.  (59  degrees  Fahr.),  boil- 
ing point  between  150  degrees  and  400  degrees  Cent.  (302  de- 
grees and  752  degrees  Fahr.). 

While  making  fractional  distillation  no  oils  must  pass  over 
below  150  degrees  Cent.  (302  degrees  Fahr.)  and  not  more 
than  25  per  cent  of  the  volume  at  temperature  up  to  235  degrees 
Cent.  (455  degrees  Fahr.). 

The  coal-tar  oil  must  contain  by  volume  at  least  10  per 
cent,  of  carbolic  acid  and,  at  a  temperature  of  15  degrees  Cent. 
(59  degrees  Fahr.),  must  be  free  from  naphthalene  and  show 
no  sediment. 

To  determine  percentage  of  carbolic  acid  apply  agitation 
to  the  oils  heated  to  400  degrees  Cent.  (752  degrees  Fahr.) 
with  a  caustic  solution  of  soda  having  specific  gravity  of  1.15. 
The  difference  in  volume  of  oil  before  and  after  agitation  gives 
percentage  of  carbolic  acid. 

The  Contractor  is  required  to  state  source  of  supply  for 
his  coal-tar  oil  and  to  furnish  samples  to  the  Supply  Office  of 


PRESERVATION   OF   RAILROAD   CROSS-TIES.          489 

the  Imperial  Railways  at  Strassburg  before  he  commences  work 
of  impregnation.  The  coal-tar  oil  can  only  be  purchased  from 
factories  whose  samples  have  been  approved  by  the  Railway 
Management.  The  Railway  Management  reserves  the  privi- 
lege of  at  any  time  testing  the  coal-tar  oil  used. 

It  is  specified  that  the  average  absorption  of  coal-tar  oil 
for  every  charge  of  the  cylinder  shall  be: 

a.  For  one  railroad  tie,  1st  class,  2.7o  m.  (8.85  ft.)  long, 
of  oak  wood,  n  kgr.  (24  Ibs.)  ;  of  beech  wood,  36  kgr.  (79 
Ibs.). 

b.  For  one  railroad  tie,  2d  class,  2.50  m.  (8.20  ft.)  long, 
of  oak  wood,  8  kgr.  (18.6  Ibs.) ;  of  beech  wood,  28  kgr.  (61.6 
Ibs.). 

c.  For  ties  of  other  dimensions  per  cubic  meter  (35.3  cu. 
ft.),  of  oak  wood,  100  kgr.  (220  Ibs.)  ;  of  beech  wood,  325  kgr. 

(715  Ibs.)- 

To  determine  the  amount  of  coal-tar  oil  absorbed  by  the 
ties,  these  are  weighed  before  the  impregnation  and  again  after 
it,  when  dripping  of  oil  has  ceased,  using  a  platform  scale 
placed  under  a  roof.  The  difference  in  weight  is  amount  of 
coal-tar  oil  absorbed.  Correct  the  weight  of  the  ties  before 
impregnation  by  deducting  from  it  weight  of  water  delivered 
by  condenser  to  the  tank  and  obtained  from  the  vapors  distilled 
while  drying  in  hot  coal-tar  oil,  as  weight  of  ties  is  reduced  to 
this  extent  by  drying  process.  If  on  examination  it  is  proved 
that  absorption  amounts  to  less  than  five-sixths  of  that  speci- 
fied, the  impregnation  must  be  repeated. 

For  every  shortage  in  coal-tar  oil  shown  by  above  test,  a 
deduction  of  50  pfennigs  for  10  kgr.  (54.5  cents  per  loojbs.) 
will  be  made,  but,  on  the  other  hand,  an  increase  in  absorption 
will  be  paid  for  at  the  same  rate,  a  maximum  of  15  per  cent, 
increase  being  the  limit  of  such  payment. 

III.  General  Conditions.  The  Contractor  is  required 
to  give  eight  days'  notice  to  the  Supply  Office  of  the  time  of 
intended  commencing  to  impregnate  ties,  in  order  that  the 
office  may  send  an  official  to  supervise  same.  This  official  must 
be  freely  admitted  at  all  times  to  the  plant  of  the  Contractor, 
and  all  desired  information  must  be  readily  furnished  him. 
The  Contractor  must  furnish  all  necessary  appliances,  appara- 
tus and  labor  to  make  tests  without  charge. 

In  case  the  Contractor  does  not  supply  his  own  ties,  the 
parties  furnishing  them  will  be  required  to  deliver  f.  o.  b.  cars 
at  the  station  nearest  to  the  impregnating  works,  provided  they 
are  shipped  by  rail;  ties  delivered  by  wagon  or  other  convey- 


490  COMPLETE    SPECIFICATIONS. 

ance  will  be  delivered  loaded  at  storage  yards  of  the  factory 
without  charge. 

The  hauling  of  ties  from  the  station  to  factory  will  be  at 
the  expense  of  the  Contractor  for  impregnation.  He  has  also 
to  provide  for  unloading,  piling  and  handling  of  ties  as  per 
regulations.  The  Contractor  will  be  paid  for  this  labor  the 
amount  of  8  pfennigs  (1.92  cents)  for  each  track  tie  and  4 
pfennigs  (0.96  cent)  for  each  switch  tie  of  i  m.  These  prices 
cover  the  exepnse  of  labor  and  tools  required  in  receiving  green 
ties,  as  well  as  that  of  reloading  rejected  ties;  payment  for  a 
tie  to  be  made  only  once. 

The  contractor  for  impregnating  is  held  liable  for  all  dam- 
ages and  loss  of  ties  that  may  occur  from  the  time  they  are 
delivered  to  him  at  the  railroad  station,  or  at  his  works,  as  long 
as  ties  remain  at  his  works.  This  liability  includes  losses  by 
fire  occurring  at  the  impregnation  works  and  by  theft  committed 
while  ties  remain  there.  The  Contractor  must  pay  the  value 
of  all  missing  ties  or  of  such  as  become  unserviceable  previous 
to  their  return  after  impregnation,  but  is  not  liable  for  splitting. 
He  is,  however,  required  to  furnish  without  charge  all  neces- 
sary S-hooks  and  bolts  for  drawing  together  the  cracks  oc- 
curing  during  storage,  and  has  to  drive  or  put  these  in  accord- 
ing to  the  directions  of  the  supervising  official. 

When  ties  are  turned  over  to  the  Contractor  for  impregna- 
tion, they  are  already  supplied  with  S-hooks  needed  to  draw 
together  all  existing  cracks.  Each  beech  track  tie  is  also  fitted 
with  two  iron  bolts  running  through  it,  about  10  cm.  (4  ins.), 
from  each  end  in  the  direction  of  its  breadth.  It  is  his  duty, 
therefore,  to  supply,  without  charge,  only  such  S-hooks  and 
bolts  as  may  be  needed  thereafter,  and  of  the  same  kind,  and  to 
fasten  them. 

On  receiving  the  green  ties  they  must  be  piled  at  the  fac- 
tory in  such  a  way  that  air  will  circulate  freely  around  each 
one.  Each  pile  only  to  have  length  and  breadth  equal  to  length 
of  one  tie,  and  must  contain  100  ties.  The  lowest  layer  of  ties 
must  rest  on  solid  supports,  so  that  they  will  never  touch  the 
ground.  Storage  yards  must  be  thoroughly  drained  and  have 
ditches  if  needed.  Open  spaces  are  to  be  left  between  the  piles, 
which  spaces  must  measure  80  cm.  (32  ins.)  in  one  direction 
and  have  a  width  of  40  cm.  (16  ins.).  This  piling  of  ties  must 
be  finished  at  the  latest  in  14  days  from  receipt  of  same.  Date 
of  piling  to  be  plainly  marked  on  each  pile. 

For  delay  in  completing  impregnation  of  ties  beyond  time 
fixed  by  contract,  unless  previous  express  and  written  per- 
mission of  the  Imperial  General  Management  has  been  ob- 
tained, the  latter  will  collect  a  penalty  from  Contractor  for  such 


PRESERVATION   OF  RAILROAD   CROSS-TIES.          491 

delay,  amounting  to  i  per  cent  of  the  Contract  value  of  the 
unfinished  impregnation  per  week  of  such  delay. 

The  Railroad  Management  reserves  the  right  to  employ 
the  Contractor  for  impregnation  to  adze  surface  of  ties  in  places 
for  bed-plates  of  rails,  as  well  as  to  bore  holes  for  fastenings, 
if  such  work  becomes  necessary.  This  work  to  be  done  by  di- 
rection of  supervising  official  and  before  impregnating. 

Strassburg,   February. . . .  1898. 
Imperial  General  Management  of 
Railways  in  Alsace-Lorraine. 

Acknowledged :  The  preceding  contract  of 

this  day  the I 

D 

Contractor. 

IV.  German  Specifications  for  testing  Chloride  of 
Zinc  and  Tar  Oil,  used  for  Preserving  Timber. 

For  the  impregnation  of  timber  there  are  at  present  two 
products  in  use;  1st,  chloride  of  zinc;  2d,  tar-oil. 

Testing  of  Chloride  of  Zinc.  The  chloride  of  zinc  for  im- 
pregnating purposes  will  be  manufactured  as  a  concentrated  so- 
lution, containing  about  50  per  cent,  of  anhydrous  chloride  of 
zinc.  It  is  best  to  use  such  a  strong  solution  for  testing,  and 
for  that  purpose,  samples  are  to  be  taken  directly  from  the  ship- 
ping tank  or  carboy. 

The  zinc  chloride  solution  used  must  be  as  free  from  im- 
purities as  possible,  particularly  from  iron  and  free  acid.  There- 
fore, it  is  to  be  determined  whether  or  not  iron  and  acid  are 
present. 

Test  for  Free  Acid.  Twenty  grammes  (by  weight)  of  the 
above  strong  zinc  chloride  solution  are  to  be  mixed  with  dis- 
tilled water;  the  whole  to  amount  to  100  cu.  cm.  (by  measure), 
the  mixture  to  be  well  shaken. 

a. — There  is  no  free  acid  present  if  the  mixture,  by  shak- 
ing, becomes  cloudy,  and,  particularly  if  after  a  short  period  of 
rest,  flakes  settle  down,  which  will  again  dissolve  to  a  clear 
fluid,  upon  the  addition  of  a  few  drops  of  muriatic  acid  (H 
Cl.).  No  further  test  is  then  required. 

b. — If,  after  shaking,  the  mixture  remains  clear,  then  an 
excess  of  acid  is  present,  the  amount  of  which  can  be  determ- 
ined by  the  following  manipulation : 

Take  several  reagent  bottles  and  put  in  each  10  cu.  cm.  of 
the  above-described  mixture,  then  add  to  each  bottle  a  measured 
successively  increasing  quantity  of  a  solution  of  one-tenth  nor- 
mal soda.  For  example:  Add  to  the  first  reagent  bottle  o.i  cu. 
cm.,  to  the  second  0.2  cu.  cm.,  to  the  third  0.4  cu.  cm.,  and  so 


£92  COMPLETE    SPECIFICATIONS. 

on.  Shake  well  and  observe  in  which  bottle  a  remaining  white 
flaky  precipitation  will  settle.  The  proportion  of  soda  which 
lies  between  the  mixture  where  a  precipitation  is  produced,  and 
that  where  no  precipitation  is  produced,  exactly  represents  the 
quantity  of  free  acid  present  in  the  solution.  For  example,  the 
mixture  in  the  bottle  to  which  0.2  cu.  cm.  of  the  soda  solution 
was  added,  remains  clear,  while  in  the  following  reagent  bottle, 
where  0.4  cu.  cm.  soda  solution  was  added,  a  precipitation  is 
produced;  then,  0.3  cu.  cm.  soda  solution  is  exactly  the  quantity 
corresponding  to  the  free  acid  present  in  the  chloride  of  zinc 
solution. 

Should  there  be  required  for  this  test  more  than  0.4  cu. 
cm.  of  the  one-tenth  normal  soda  solution,  then  the  percentage 
of  free  acid  is  too  high  in  the  chloride  of  zinc  solution,  and  such 
solution  must  not  be  used  for  impregnation. 

Testing  for  Iron.  Take  10  cu.  cm.  from  the  above-des- 
cribed mixture  of  zinc  chloride  solution  and  distilled  water,  and 
add  a  few  drops  of  concentrated  nitric  acid  (H  N  63)  and  shake 
well.  Divide  this  mixture  into  two  equal  parts.  To  one  part, 
without  diluting,  add  a  quantity  of  ammonia  (N  H4  O  H)  and 
shake  well.  If  this  mixture  remains  clear,  no  iron  is  present. 
Through  the  presence  of  iron  in  the  mixture,  more  or  less 
brown  flakes  will  precipitate,  corresponding  to  the  amount  of 
iron  present.  Should  there  precipitate  in  the  mixture  a  quan- 
tity of  gray- white  (not  brown)  flakes,  then  not  only  iron,  but 
also  another  impurity  (nearly  always  magnesia)  is  present.  In 
this  latter  case  a  more  complete  test  has  to  be  made,  and,  there- 
fore, the  zinc  chloride  solution  must  be  sent  to  a  chemist.  But 
this  case  will  happen  very  seldom. 

The  second  part  of  the  mixture  of  10  cu.  cm.  to  which 
nitric  acid  was  added,  should  be  diluted  with  distilled  water, 
and  5  cu.  cm.  of  a  solution  of  10  per  cent,  yellow  prussiate  of 
potash  added,  the  whole  to  be  well  shaken.  A  very  ample  pre- 
cipitation will  be  produced,  which  wrill  look  snow-white,  or  very 
light  yellowish,  if  the  zinc  chloride  solution  is  free  from  iron; 
but  in  the  presence  of  iron  it  will  look  more  or  less  blue,  ac- 
cording to  the  amount  of  iron.  If  the  precipitation  shows  a 
corn  flower  blue  color,  then  the  zinc  chloride  solution  surely 
contains  a  high  percentage  of  iron  and  must  therefore  be  re- 
jected. 

To  avoid,  in  testing,  the  weighing  of  the  20  grammes  of 
the  strong  solution,  the  use  is  recommended  of  the  easier 
method  of  measuring.  First  find  the  specific  gravity,  at  15 
degrees  Celsius,  of  the  strong  concentrated  zinc  chloride  solu- 
tion. The  quotient  of  this  specific  gravity  into  20  grammes 
shows  the  number  of  cubic  centimeters  which  must  be  meas- 
ured ofT  and  which  represent  exactly  20  grammes  by  weight. 


PRESEBVATION   OF   RAILROAD   CROSS-TIES.          493 

For  instance,  the  specific  gravity  of  the  strong  zinc  chloride 
solution  is  1.6,  then  1.6  divided  into  20  grammes  gives  tne  num- 
ber of  cubic  centimeters  (-^=12.5  cu.  cm.)  which  have  to  be 

measured  off  to  be  used  for  testing  as  described  before. 

Testing  of  Tar-Oil.  At  a  temperature  of  20  degrees  Cel- 
sius the  tar-oil  must  be  limpid,  and  to  test  it,  shake  the  tar-oil 
well,  pour  a  few  drops  on  a  folded  filter  paper,  and  observe 
whether  after  absorption  there  remain  undissolved  particles  on 
top  of  the  paper.  If  the  amount  of  these  is  large,  the  tar  oil 
must  not  be  used  for  impregnation.  To  find  the  specific  grav- 
ity, the  tar-oil  must  be  heated,  or  cooled  off,  to  a  temperature 
of  15  degrees  Celsius;  then  drop  slowly  an  hydrometer  into  the 
same,  and  read  the  number  at  the  surface  of  the  oil.  This  num- 
ber indicates  the  specific  gravity  of  the  tar-oil  at  15  degrees 
Celsius;  small  variations  in  temperature  are  of  minor  import- 
ance, and  can  be  corrected  closely  enough  by  adding  or  sub- 
tracting 3  to  the  figure  in  the  third  place  of  the  specific  gravity 
for  every  2  degrees  variation  from  15  degrees  Celsius. 

Laboratory  Distillation  of  the  Tar-Oil.  By  means  of  a 
funnel,  102  cu.  cm.  of  tar-oil  at  about  15  degrees  Celsius  are 
to  be  filled  into  a  retort,  a  thermometer  is  to  be  inserted,  but  in 
such  a  manner  that  the  quicksilver  ball  shall  be  in  or  below  the 
neck  of  the  retort  but  shall  not  touch  the  oil,  or  will  not  be 
covered  by  the  same.  The  retort  must  be  heated  slowly,  until 
all  the  water,  which  is  contained  in  nearly  every  tar-oil,  is 
evaporated.  Stronger  heat  can  then  be  applied  to  the  retort, 
but  it  must  be  so  regulated  that  in  one  second  two  drops  will 
distill  over.  The  distilled  product  will  be  caught  in  a  grad- 
uated glass  cylinder,  and  the  different  quantities  are  to  be  read 
and  noted  which  distill  over  from  the  oil  (become  volatile), 
within  the  various  intervals  of  temperature,  say  to  125  degrees 
Celsius  (150  degrees)  from  150  degrees  to  235  degrees,  and 
again  from  150  degrees  to  355  degrees  Celsius,  and  which  are 
specified  in  the  "Description  of  the  Process,  and  Specifications" 
as  to  the  composition  and  proportions  of  the  impregnating  fluid. 

Finding  the  Percentage  of  Carbolic  Acid.  (Acid  Consti- 
tuents of  the  Oil.)  The  entire  amount  of  the  distilled  tar-oil 
is  to  be  mixed  in  a  separating  funnel  with  50  cu.  cm.  of  caustic 
soda  of  1.15  specific  gravity  at  15  degrees  Celsius,  shaken  well 
for  about  five  minutes,  after  which  let  it  stand  and  settle.  The 
caustic  soda  absorbs  the  carbolic  acid  and  precipitates;  the  stop- 
cock of  the  funnel  is  to  be  opened  and  the  precipitated  caustic 
soda  is  caught  in  a  2OO-cu.  cm.  graduated  glass  cylinder.  The 
same  operation  must  also  be  repeated  with  50  cu.  cm.  of  fresh 
caustic '  soda,  to  make  sure  that  all  carbolic  acid  is  extracted 
from  the  oil.  The  caustic  soda  of  both  manipulations  is  then 


494  COMPLETE    SPECIFICATIONS. 

to  be  combined,  about  two  tablespoonfuls  of  salt  (Na  Cl)  added 
and  this  dissolved  by  means  of  stirring;  the  required  quantity  of 
concentrated  muriatic  acid  (H  Cl)  added,  and  the  combination 
again  stirred  up  until  well  mixed.  After  cooling  off  the  hot 
mixture,  read  the  quantity  of  the  separated  carbolic  acid  in  per- 
centage of  cubic  centimeters,  and  add  to  this  number  J  per  cent, 
for  the  small  amount  of  carbolic  acid  still  remaining  in  the  acid 
solution. 

All  the  figures  obtained  are  to  be  compared  with  those 
specified  in  the  description  of  the  composition  and  proportions 
of  the  impregnating  fluids.  Small  differences  should  not  be 
cause  for  rejection,  as  small  variations  in  testing,  resulting  from 
barometric  changes,  cannot  be  avoided,  and  the  result  of  the 
test  is  influenced  by  them.  However,  the  figures  obtained  by 
the  above-described  tests  are  sufficiently  close  to  judge  of  the 
quality  of  the  impregnating  fluids.  It  is  not  advisable  that  the 
tar-oil  for  testing  be  taken  directly  from  the  shipping-tank,  but 
it  is  better  to  take  the  samples  from  the  receptacle  of  the  ap- 
paratus in  the  impregnating  plant  from  which  the  mixing  ves- 
sels, or  the  impregnating  cylinder  (in  the  impregnation  with 
pure  oil)  will  be  supplied. 

The   Chief  of  the   Operating   Inspection   3. 

(Signed.)     SETTGAST. 

BERLIN,  June   I4th,   1899. 

190.  Filter  Gravel  and  Sand.  The  following  specifi- 
cation for  the  character,  size,  and  placing  of  gravel  and  sand 
in  a  large  gravity  water-filter  is  new  and  is  likely  to  be  useful 
as  filtration  plants  are  adopted  for  city  water  supplies.  It  was 
used  in  the  Albany  Water  Filtration  Plant. 

DcPlh-  niter  Gravel.     On  the  floor  of  the  filters  and 

surrounding  the  underdrains  shall  be  placed  gravel 
or  broken  stone  having  a  maximum  depth  of  one  (i) 
foot.  Instructions  will  be  given  by  the  Engineer 
as  to  the  exact  arrangement  and  positions  of  the 
various  layers  when  the  stone  commences  to  be  re- 
ceived upon  the  ground,  but  the  arrangement  will  be 
approximately  as  follows : — The  lower  7  inches  shall 
Arrangement  consist  of  broken  stone  or  gravel  which  will  remain 
of  Layers.  upon  a  screen  with  a  mesh  of  I  inch,  and  which  has 
but  very  few  stones  over  2  inches  in  diameter. 
Above  this  shall  be  placed  2\  inches  of  broken  stone 
or  gravel  which  has  passed  a  screen  with  a  mesh 
of  i  inch,  and  which  remains  upon  a  screen  with  a 
clear  mesh  of  f  of  an  inch,  and  above  this  shall  be 
placed  2j  inches  of  broken  stone  or  gravel,  which 


FILTER   GBAVEL   AND    SAND.  495 

has  passed  a  screen  with  a  mesh  of  f  of  an  inch,  and 
which  is  coarser  than  the  ordinary  sand,  and  entirely 
free  from  fine  material.  The  exact  depth  of  the  var- 
ious layers  and  the  meshes  of  the  various  screens 
may  be  varied  somewhat,  and  the  Contractor  will  be 
allowed  to  make  such  reasonable  changes  as  will  al- 
low the  material  to  be  handled  economically  and  to 
the  best  advantage,  but  before  making  any  changes 
he  shall  consult  with  the  Engineer,  and  no  change 
shall  be  allowed  which  will  in  any  way  interfere  with 
the  efficiency  of  the  filter. 

Gravel  shall  not  be  placed  within  6  feet  of  the 
inlet  or  outlet  chambers,  nor  within  2  feet  of  the  out- 
side or  cross-walls,  these  spaces  being  reserved  for 
filling  with  sand. 

In  case  the  gravel  used  for  the  lower  layers   Selected  for 
should  contain  any  material  so  fine  that  pieces  might   Jomts- 
enter  the  joints  of  the  drain  pipe,  the  Engineer  may 
order  coarser  material  to  be  selected  from  the  gravel 
or  broken  stone  and  to  be  placed  about  the  joints, 
the  quantity  of  such  material  not  to  exceed  I  cubic 
foot  per  joint. 

The  gravel  for  all  of  the  layers  ma^  be  broken 
trap  rock  screened  to  the  proper  sizes,  or  gravel 
screened  from  sand  and  gravel  banks  of  a  sandy 
nature.  Gravel  screened  from  hard  pan  or  clayey 
material  cannot  be  sufficiently  cleaned.  The  gravel 
shall  not  contain  more  than  a  very  small  amount  of 
shale  or  limestone.  The  gravel  shall  be  washed  en- 
tirely free  from  fine  material  so  that  water  passing 
through  it  or  agitated  in  contact  with  it  will  remain 
substantially  clean.  No  dirt  or  foreign  matter  of 
any  kind  shall  be  allowed  to  enter  the  filters  after 
beginning  to  place  the  gravel  and  any  gravel  made 
dirty  in  any  way  after  placing  shall  be  at  once  re- 
moved and  replaced  to  the  satisfaction  of  the  En- 
gineer. 

(164)  The  price  bid  per  cubic  yard  for  filter 
gravel  includes  the  screening,  washing  and  placing 
of  all  of  the  different  grades  above  enumerated,  no 
deduction  being  made  for  the  space  occupied  by  the 
underdrains. 

Filter-Sand  in  Place.     The  filter-sand  shall  be  Quality. 
clean,  river,  beach  or  bank  sand,  with  either  sharp 
or  rounded  grains.     It  shall  be  entirely  free  from 
day,  dust  or  organic  impurities,  and  shall,  if  neces- 
sary, be  washed  to  remove  such  materials  from  it. 


496 


COMPLETE    SPECIFICATIONS, 


The  grains  shall,  all  of  them,  be  of  hard  material 
which  will  not  disintegrate  and  shall  be  of  the  fol- 
lowing diameters : — Not  more  than  one  per  cent.,  by 
weight,  less  than  0.13  of  a  millimeter  nor  more  than 
ten  per  cent.,  less  than  0.2?  of  a  millimeter;  at  least 
ten  per  cent.,  by  weight,  shall  be  less  than  0.36  of  a 
millimeter,  and  at  least  seventy  per  cent.,  by  weight, 
less  than  one  millimeter,  and  no  particles  shall  be 
more  than  five  millimeters  in  diameter.  The  diameter 
of  sand  grains  will  be  computed  as  the  diameters  of 
spheres  of  equal  volumes.  The  sand  shall  not  con- 
tain more  than  two  per  cent.,  by  weight,  of  lime  and 
magnesia  taken  together  and  calculated  as  carbo- 
nates. In  all  other  respects  the  sand  shall  be  of  a 
quality  satisfactory  to  the  Engineer.  The  Contrac- 
tor shall  take  adequate  precaution  to  prevent  foreign 
or  polluting  material  from  becoming  mixed  with  the 
sand,  and  shall  protect  the  sand  from  such  material 
until  the  final  acceptance  of  the  work  or  until  the 
filters  are  put  in  operation. 

Samples  of  sand  fulfilling  the  above  require- 
ments may  be  seen  in  the  offices  of  the  Engineer,  and 
he  will  examine  samples  of  sand  submitted  by  in- 
tending bidders  and  advise  them  whether  or  not  they 
are  suitable. 

The  filter-sand  shall  be  placed  in  the  filters  in 
four  layers,  each  layer  to  be  about  one  foot  thick, 
and  the  sand  shall  not  be  dropped  from  a  height  into 
final  position  or  otherwise  unduly  compacted.  The 
three  first  layers  may  be  filled  in  to  only  approximate 
depths  and  the  surfaces  need  not  be  smoothed.  The 
final  layer  shall  be  brought  to  a  true  and  even  grade, 
and  the  surface  left  smooth  and  uniform,  and  such 
allowance  shall  be  made  for  settlement  as  the  Engi- 
neer may  direct. 

The  price  bid  per  cubic  yard  for  filter  sand,  in- 
cludes securing,  transporting  and  placing  the  sand, 
together  with  all  screening,  washing  or  other  clean- 
ing which  may  be  necessary  to  make  it  conform  to 
the  above  requirements,  and  the  final  measurement 
shall  be  made  in  position  after  settling  one  week  with 
water  and  with  the  filter  in  operation.  A.  H. 

191.  Specifications  and  Contract  for  Architect's 
Services.  The  city  of  New  York  has  found  it  advisable  to  pre- 
pare a  form  of  Specifications  and  contract  for  the  engagement 


Samples  Ex- 
tmined  by 
Engineer. 


Placing  in 
Layers. 


CONTRACT  FOB  ARCHITECT'S    SERVICES.  497 

of  the  services  of  architects.  Modern  building  construction 
has  become  so  complicated  and  involves  of  necessity  professional 
services  of  so  many  kinds  that  it  requires  a  very  clear  and 
specific  understanding  between  the  owner  and  the  architect  as 
to  the  exact  duties  of  the  latter.  This  understanding  is  usually 
limited  to  a  more  or  less  informal  agreement  which  is  often  hot 
reduced  to  writing.  As  a  result  there  are  very  frequently  ser- 
ious misunderstandings  between  the  owner  and  the  architect 
as  to  his  duties  and  obligations,  and  the  time  has  evidently 
arrived  when  a  regular  form  of  agreement  should  be  entered 
into  between  these  two  parties.  Evidently  a  similar  form  might 
be  employed  in  the  engagement  of  an  engineer  when  his  re- 
muneration consists  in  a  fixed  percentage  of  the  cost  of  the 
work.  The  following  form  of  contract  has  been  prepared 
under  the  direction  of  Professor  Waite,  who  is  himself  a  well- 
known  authority  on  the  law  of  engineering  contracts.  Omit- 
ting the  provisional  introductory  forms  and  the  final  official 
certificates,  the  document  is  as  follows: 

1.  That  wherever  in  this  agreement  the  phrase 
"party  of  the  first  part"  or  the  word  "City,"  or  the 
words  "Commissioner  (s),"  "President,"  or  "Board," 
or  a  pronoun  in  the  place  of  either  of  them  is  used, 
the  name  or  names  shall  be  deemed  ancl  taken  to 
mean  and  intend  the  party  of  the  first  part"  to  this 
agreement. 

2.  That  wherever  in  this  agreement  the  word 
Architect  (s),  or  a  pronoun  in  its  place,  is  used,  the 
same  shall  be  deemed  and  taken  to  mean  and  intend 
the  party  of  the  second  part  to  this  agreement. 

3.  That  the  said   Architect  (s)    will,   at  their   Drwui 

own  proper  cost  and  expense,  by  or  before  the be  Submitted 

....  day  of ,  190. .',  furnish  to  the  said 

Commissioner  (s)  preliminary  studies,  sketches  and1 
drawings,  consisting  of  general  plans  of  each  floor 

and  general  elevations  and  cross-sections,  with  gen- 
eral outlined  specifications  sufficient  to  show  general 
character,  construction  and  interior  finish  of  the  pro- 
posed building  or  structure,  together  with  an  esti- 
mate of  the  cost  of  the  said  building  or  structure, 
as  in  said  drawings  and  specifications  set  forth  and 
described,  which  said  preliminary  drawings  and 
specifications  shall  be  submitted  to  the  said  Commis- 
sioner (s)  for  his  or  their  approval,  and  that  if  the 
32 


498 


COMPLETE   SPECIFICATIONS. 


Drawings  and 
Specifications 
for  Bids  or 
Estimates. 


Details. 


Pipes,  Con- 
duits, etc.,  to 
be  Shown. 


said  preliminary  drawings,  specifications  and  esti- 
mates herein  described  are  not  satisfactory  to  said 
Commissioner  and  approved  by  him,  then  the  said 
Architect (s)  shall  and  will  revise  and  correct  said 
plans,  elevations,  sections  and  specifications  so  that 
they  shall  conform  to  the  suggestions,  criticisms  and 
requirements  of  the  said  Commissioner  (s),  and  so 
that  the  estimate  and  cost  shall  be  well  within  the 
appropriation  or  funds  available  for  the  said  building 
or  structure. 

4.  That  the  said  Architect  (s)  will  thereafter, 
at  their  own  proper  cost  and  expense,  and  within 
days   after  the  approval  by   the  Commis- 
sioner (s)    of   the    said    preliminary    drawings    and 
specifications  (or  the  revisions  thereof),  provide  and 
furnish  to  the  said  Commissioner  (s)  complete  plans, 
elevations,  sections  and  drawings  of  the  exterior  and 
interior,  and  complete  working  drawings  with  con- 
struction details  sufficiently  shown,  and  with  figured 
dimensions  given  as  shall,  with  the  specifications  fur- 
nished  and   hereafter   required,   enable   prospective 
bidders  and  contractors  to  prepare  and.  make  accur- 
ate and  reliable  estimates  of  the  quantities,  quality 
and  character  of  the  several  kinds  of  labor  and  ma- 
terials required  to  erect  and  complete  the  said  build- 
ing, structure,  works,  plan,  apparatus  or  equipment 
in  a  first-class  workmanlike  manner  and  for  the  pur- 
poses and  uses  intended. 

5.  That  thereafter  and  during  the  erection  and 
construction  of  the  above,  entitled  work  the  Archi- 
tect (s)  shall  fulrnish  all  the  detail  and  working  plans, 
models,  drawings  and  sketches  necessary  and  proper 
to  enable  the  builder  or  contractor  to  provide  the 
materials  and  apparatus  and  to  build,  erect,  construct 
and  complete  the  whole  structure  contemplated  and 
comprised  in  the  above  title  in  a  good,  prompt,  effi- 
cient and  satisfactory  manner ;  such  plans  and  draw- 
ings to  include  all  the  various  parts  and  portions  of 
the  building,  structure,  works,  plant,  apparatus  and 
equipment,  and  all  features  of  decoration  and  orna- 
mentation desirable  and  proper  to  make  it  an  artistic 
architectural,  or  engineering  production. 

6.  That  such  plans  and  drawings  shall  include 
complete  detail  and  working  plans,  elevations  and 
sections,  which  shall  show  not  only  all  structural 
features,  ornamentation  and  decoration,  but  also  all 
air,  £as,  steam,  hot  and  cold  water,  refrigerating, 


CONTRACT  FOR  ARCHITECT'S   SERVICES.  499 

power,  heating,  ventilating,  sanitary  and  electric 
pipes  or  conduits,  with  all  connections,  valves,  gates, 
switches,  cut-outs,  etc.,  and  the  location  of  all  appli- 
ances and  machines  operated  and  supplied  thereby; 
with  arrows  or  indexes  to  show  the  directions  of  the 
currents  therein  when  the  plant  is  properly  working.  Number  ot 

7.  That  six  sets  of  blue  or  sun  prints  of  such   seuTof 
plans,  elevations,  sections  and  drawings  shall  be  fur-   Drawin*»- 
nished  to  the  Department  or  Board  for  its  use  for 
bidders  and  contractors  during  the  period  that  the 
above-entitled  work  is  being  advertised,  and  until 

the  contract (s)  therefor  shall  have  been  let  or 
awarded,  and  that  one  set  shall  be  furnished  and 
delivered  to  the  said  Department  or  Board  for  its 
uses  and  purposes  during  the  erection  and  construc- 
tion of  the  works,  and  three  complete  sets  of  such 
plans,  elevations  and  drawings  of  the  said  works 
shall  be  furnished  to  the  Contractor  (s)  having  in 
charge  the  particular  work  for  which  they  are  or 
were  designed  and  made;  and  upon  the  final  com- 
pletion of  the  building,  structure,  works  and  appli- 
ances, the  said  Architect  (s)  shall  furnish  to  the  said 
Department  or  Board  a  complete  set  of  plans,  eleva- 
tions and  sections  revised  and  corrected  so  as  to 
agree  and  conform  to  all  material  changes  and  altera- 
tions that  shall  have  been  made,  so  that  such  plans, 
elevations  and  sections  shall  show  the  exact  dimen- 
sions, shapes  and  locations  of  the  said  building, 
structure,  works,  plant  or  apparatus  as  it  or  they 
shall  have  been  actually  built  and  completed. 

8.  That  the  Architect  (s)  shall  give  their  per- 
sonal attention  to  the  preparation  and  completion  of 
the  plans,  and  to  the  erection  and  completion  of  the 
said  work,  and  that  only  competent  and  skillful  arch- 
itects and  engineers,  draughtsmen,  superintendents 
and  inspectors  shall  be  employed  upon  such  plans 
and  drawings  and  about  the  said  work. 

9.  That  the  said  Architect  (s)  shall  not  engage, 
employ  or  require  the  builder  or  contractor,  or  any   tractors 
sub-contractor  to  furnish  any  part  or  portion  of  this 
work,  which  is  the  subject  of  this  employment,  to 
prepare,  provide  or  furnish  any  of  the  specifications, 
computations,  plans  and  detail  or  working  drawings, 

for  or  on  account  of  the  said  building,  structure, 
works  or  apparatus,  or  any  portion  thereof,  but  shall 
undertake,  perform  and  furnish  such  services  and 
provide  such  sketches,  plans,  details  and  other  work- 


500  COMPLETE    SPECIFICATIONS. 

ing  drawings,  as  shall  be  required  for  the  erection, 
construction,  decorations  and  ultimate  completion 
and  operation  and  use  of  the  said  building,  struct- 
ure, works  or  apparatus,  at  his  own  cost  and  ex- 
pense; but  that  nothing  herein  contained  shall  re- 
lieve the  contractor  from  providing  and  furnishing 
all  shop-drawings,  templets,  reverse  templets,  pat- 
terns, forms,  moulds,  models,  tackle,  etc.,  necessary 
and  proper  for  the  prompt,  successful  and  rapid  pro- 
gress and  early  completion  of  the  said  building, 
structure,  works,  plant,  apparatus  and  equipment. 

I0-  That  the  said  Architect (s)  shall  prepare, 
provide  and  furnish  full  and  complete  specifications 
in  detail  for  the  above  entitled  works,  which  shall 
describe  the  different  parts  and  portions  of  the  build- 
ing, structure,  works,  plant,  apparatus  or  equipment 
proposed  and  all  the  several  kinds  of  materials,  parts 
and  members  thereof,  and  the  manner  and  method 
to  be  adopted  and  employed  for  working,  developing, 
erecting,  constructing  and  fully  completing  the  var- 
ious parts  and  portions  of  the  works,  so  as  to  carry 
out  the  intent  and  purpose  for  a  complete  structure 
for  the  uses  and  purposes  for  which  it  is  intended. 

Materials, _etc.,  n.  That  such  specifications  shall  not  describe 
materials  and  apparatus  and  equipment  in  the  names 
of  patentees,  manufacturers  and  dealers  who  have  a 
monopoly  therein,  but  shall  describe  and  specify  ma- 
terials, furnishings,  equipment  and  process  in  such 
a  manner  and  by  such  descriptions,  designs,  tests, 
requirements  and  specific  results  that  they  may  be 
purchased  and  obtained  in  open,  competitive  market ; 
and  as  shall  not  violate  the  provisions  or  spirit  of 
section  1554  of  The  Greater  New  York  Charter. 

Draw£gs[n  I2'     ^hat    tlie    sai<^    drawings,    including    the 

plans,  elevations  and  sections,  and  the  specifications 
prepared,  provided  and  furnished  by  the  said  Archi- 
tect (s)  are  instruments  of  service,  such  original 
plans  and  drawings  and  original  specifications  are 
to  be  and  shall  be  taken  to  be  and  remain  the  prop- 
erty of  the  said  Architect  (s),  who  reserve  and  retain 
alf  rights  to  the  incorporeal  designs  exhibited  therein 
and  thereon. 

13.  That  the  said  Architect  (s)  from  the  begin- 
ning  of  the  work  described  shall  take  full  charge  and 
supervision  of  the  building,  structure,  plant,  works, 
apparatus  and  equipment  and  shall  furnish  neces- 
sary and  proper  instructions,  directions  and  draw- 


CONTBACT  FOE  AECHITECT's   SERVICES.  50] 

ings  to  the  contractor,  his  superintendents  and  fore- 
men, and  shall  obtain  and  secure  a  first-class,  work- 
manlike job  in  every  particular;  that  he  or  they  will 
inspect,  examine,  test  and  accept  or  reject  all  ma- 
terials of  construction  provided,  furnished  and  de- 
livered for  and  to  be  used  in  or  to  become  a  part  of 
the  said  building,  structure,  works  or  apparatus, 
whether  such  materials  be  crude  or  wrought,  finished 
or  ornamented  materials,  and  will  examine,  inspect 
and  accept,  approve  or  reject,  all  the  workmanship, 
skill,  artistic  or  otherwise,  that  is  furnished  for  or 
wrought  upon  or  into  the  said  building,  structure  or 
works,  and  so  far  as  they  conduce  to  the  architect- 
ural, artistic  or  engineering  features  or  the  stability 
or  permanence  of  the  works  as  the  said  materials  or 
work  may  or  may  not  conform  strictly  to  the  con- 
tract, specifications  and  plans  and  to  good  an<J  work- 
manlike construction,  that  he  or  they  shall  refuse, 
reject  and  require  to  be  removed  all  materials  or 
work  which  do  not  fully  comply  with  the  speqifica- 
tions,  contract,  plans  and  drawings  prepared  there- 
for, and  will  require  that  they  be  replaced  by  mater- 
ials and  work  which  shall  conform  to  and  with  the 
said  contract,  specifications,  plans  and  drawings  and 
that  are  proper,  appropriate  and  necessary  to  a  com- 
plete and  first-class,  workmanlike  job. 

14.  That  the  said  Commissioner (s)  may  desig- 
nate  or  appoint  a  building  superintendent  for  the 
general  supervision  and  inspection  of  the  work  and 
such  inspectors  as  may  to  him  seem  necessary  for 
the  proper  inspection  and  supervision  of  the  work 
to  enable  the  Commissioner  (s)   to  properly  certify 
to  the  satisfactory  progress  and  completion  of  the 
work  and  to  the  payments  under  the  contract  there- 
for, by  and  on  behalf  of  the  City.     That  the  said 
Architect  (s)  will  furnish  to  such  building  superin- 
tendent and  inspectors  all  information  and  assist- 
ance necessary  to  enable  them  to  properly  inspect 
and  report  upon  any  work  or  materials  furnis'ned 
for  and  wrought  into  the  building,  structure,  works, 
plant,  apparatus  or  equipment. 

15.  Generally,  that  the  said  Architect  (s)  will 
furnish  and  perform  all  those  services  required  for 
the  erection   and   construction   of   the   building  or 
structure    and    plants,    and    the    heating,    lighting, 
power,  including  ventilation,  sanitary  and  electrical 
arrangements  and  appliances,  and  will  supervise  and 


502 


COMPLETE   SPECIFICATIONS. 


Lines  and 
Lcreb. 


Fees  or  Com- 
pensation, 


direct  and  promote  the  erection  and  completion  for 
use  and  occupation  of  the  said  building,  structure, 
works  and  plant  of  which  this  contract  is  the  subject. 

16.  That  the  said  Architect (s)    will  at  their 
own  cost  and  expense  secure  and  engage  the  services 
of  such  engineering  or  architectural   specialists   as 
they  may  require  or  as  may  be  necessary  and  proper 
to  skillfully  and  properly  design,  plan,   adapt  and 
adjust  the  various  heating,  lighting,  power,  ventilat- 
ing, sanitary,  electrical,  elevator,  etc.,  plants,  appara- 
tus and  equipment  for  the  said  building,  structure 
or  works  or  for  the  ornamentation  and  decoration 
thereof,  and  that  the  said  designs,  plans  and  speci- 
fications for  such  heating,  lighting,  power,  ventilat- 
ing, sanitary  and  electric  elevator  plants  or  equip- 
ment shall,  in  the  discretion  of  the  Commissioner  (s), 
be  submitted  to  and  reported  upon  by  some  inde- 
pendent consulting  engineer  of  experience  and  repu- 
tation, to  be  selected  and  determine  by  the  Commis- 
sioner^), President  or  Board,  which  said  consult- 
ing engineer  shall  be  paid  for  his  services  by  the  said 
Department  or  Board  of  the  City. 

1 7.  That  the  said  Architect  (s)   shall  and  will 
design,  plan  and  conduct  their  work  with  reference 
to  and  in  strict  conformity  with  the  lines,  levels  and 
grades  given  and  determined  by  the  City  Surveyor, 
who  shall  be  selected  by  the  said  Commissioner  (s) 
to  give  and  determine  the  same. 

18.  That  the  City  hereby  retains  and  employs 
the  said  Architect  (s)  to  perform  the  aforesaid  ser- 
vices, and  for  and  in  consideration  thereof  and  of 
the  observance  and  performance  of  the  conditions 
and  stipulations  herein  contained,  it  agrees  to  pay  to 
the  said  Architect  (s)  in  full  compensation  therefor 
the  following  fees  or  prices: 

(a)  Five  per  cent.  (5  per  cent.)  upon  the  total 
cost  of  the  building,  structure,  works,  plant,  appara- 
tus or  equipment,  including  all  fixtures  necessary  to 
render  the  building,  structure,  works  or  apparatus 
fit  for  occupation  or  use,  but  not  including  furniture 
or  fixtures,  nor  the  heating,  lighting,   ventilating, 
electrical,  sanitary  or  elevator  equipment,  plant  or 
apparatus  which  are  not  or  shall  not  be  designed  and 
supervised  by  the  said  Architect  (s). 

(b)  That  no  special  rate  for  monumental  or 
decorative  work  or  for  designs  for  furniture,  cases 
or  apparatus  in  excess  of  the  general  compensation 


CONTRACT   FOB  ARCHITECT'S    SERVICE S. 


5C3 


of  five  per  cent.  (5  per  cent.)  upon  the  cost  thereof 
shall  be  charged,  and  that  no  extra  charge  shall  be 
made  for  mural  or  ceiling  decorations,  any  custom 
of  Architect (s)  to  the  contrary  notwithstanding. 

(c)  That  the  fees  of  consulting  architects  and 
engineers  above  referred  to  who  may  be  retained  and 
employed  by  the  Commissioner  (s)  to  examine,  re- 
vise and  report  upon  the  said  designs,  plans,  draw- 
ings and  specifications  of  the  said  Architect  (s),  as 
hereinbefore  provided,  shall  be  paid  by  the  City  and 
not  by  the  said  Architect  (s). 

19.  That  the  party  of  the  first  part  shall  pay 
to  the  said  Architect  (s)  for  partial  service  as  in'case 
of  the  abandonment  or  suspension  of  the  work,  as 
follows : 

(a)  For  preliminary  studies  and  sketches,  con- 
sisting of  drawings,  such  as  ground  plan  and  gen- 
eral elevation  and  perspective  view  of  exterior,  a 
fee  of  one  per  cent,  (i  per  cent.)  of  the  proposed  or 
estimated  cost  of  the  work  upon  the  completion  and 
delivery  of  such  preliminary  studies,  sketches,  etc., 
the  amount  so  paid  to  be  credited  on  the  total  com- 
mission of  five  per  cent.  (5  per  cent.)  of  the  actual 
cost,  whether  the  estimated  cost  of  the  building  prove 
greater  or  less  than  the  actual  cost. 

(&)  For  a  full  set  of  preliminary  drawings,  in- 
cluding such  preliminary  studies  or  sketches,  etc.,  and 
such  additional  elevations,  plans,  sections,  general 
working  drawings,  specifications  and  details  as  are 
or  may  be  necessary  to  make  a  close  estimate  of  the 
full  cost  as  provided  in  sections  (3)  to  (n)  of  this 
agreement  as  shall  be  necessary  for  advertising  and 
inviting  bids  or  estimates  from  contractors  for  the 
undertaking  of  the  erection,  construction  and  full 
completion  thereof,  a  fee  of  two  and  one-half  per 
cent.  (2j  per  cent.)  of  the  price  or  sum  at  which  the 
contract  is  awarded,  or  if  the  award  be  delayed  for 
more  than  sixty  days,  then  of  the  estimated  cost. 

(c)  For  all  details,  working-drawings  and 
models  necessary  and  proper  for  the  working,  finish- 
ing and  decorating  of  all  materials,  stuffs,  members 
and  parts  and  for  their  incorporation  and  adjust- 
ment and  for  the  skillful  construction,  erection  and 
ultimate  completion  of  the  building,  structure,  works, 
plant,  apparatus,  and  equipment,  a  fee  of  one  per 
cent,  (i  per  cent.) 


Fees  for  Par- 
tial Services. 


Preliminary 

Studies. 


Drawings, 
etc.,  for  Bid*. 


Detain 


504 


COMPLETE   SPECIFICATIONS. 


Supervision 


Basis  of 
Charges. 


Conferences, 
Hearings,  etc 


(d)  For  all  services  performed  in  the  inspec- 
tion, testing,  acceptance  and  rejection  and  re-accept- 
ance of  materials  and  work,  including  the  general 
supervision  and  direction,  and  including  all  super- 
vision, direction  and  instruction  to  the  contractor (s) 
or  his  representatives,  as  may  be  necessary  for  the 
ultimate,  final  and  full  completion  of  the  work,  and 
the  determination  of  all  questions  and  disputes,  as 
herein  provided,  the  balance  of  one  and  one-half  per 
cent.  (i£  per  cent.) 

20.  That  the  said  entire  fee  shall  be  paid  upon 
the  actual  cost  of  the  building,  structure,  works  or 
apparatus,  and  that  no  additional  charge  shall  be 
made  for  alterations  and  additions  to  or  in  the  con- 
tract and  plans  or  for  any  additional  time  or  services 
whatever,  which  is  required  for  such  alterations  or 
changes  either  in  the  specifications  or  plans  or  in  the 
building,  structure,  works,  plant,  apparatus  or  equip- 
ment itself,  except  and  only  upon  a  written  supple- 
mental agreement  by  and  between  the  parties  hereto, 
in  which  the  said  additional  compensation  shall  be 
fixed  and  determined.     That  no  allowance  shall  be 
made  for  traveling  expenses  to  or  from  the  works, 
or  in  connection  therewith,  and  that  no  additional 
or  extra  charges  shall  be  made  or  allowed  for  any 
professional  consultations  or  conferences,  either  with 
the  said  Department  or  Board  or  with  any  other  De- 
partment of  the  City,  for  and  in  connection  with  the 
said   work,  or  with  the  professional  or  consulting 
engineers   and   architects    in    regard   thereto.      The 
compensation  herein  agreed  upon  shall  include  all 
fixtures  necessary  to  render  the  building,  structure, 
works,  plant  or  apparatus  fit  for  occupation  and  use, 
but  that  no  extra  compensation  shall  be  asked  or 
allowed  for  furniture  or  other  articles,  unless  they  be 
designed  by  the  Architect  (s)  and  erected  or  placed 
under  his  inspection  and  direction  at  the  express  re- 
quest of  the  said  Commissioner  (s)  or  by  resolution 
of  the  said  Board. 

21.  That  the  above  fees  shall  cover  all  profes- 
sional advice  and  services  required  by  the  said  archi- 
tect (s)  in  the  design,  erection,  construction  and  com- 
pletion of  the  said  building,  structure,  works,  plant 
or  apparatus,  and  also  all  conferences,  hearings  and 
meetings  necessary   and   proper  to   determine  any 
questions  or  disputes  between  the  contractor  or  sub-- 
contractors and  the  said  party  of  the  first  part,  and 


CONTRACT  FOR  ARCHITECT'S   SERVICES.  505 

which  questions  and  disputes  it  may  be  provided 
shall  be  heard  and  determined  by  the  Architect (s) 
in  the  contracts  between  the  said  party  of  the  first 
part  and  the  said  tontractor(s). 

22.  That  payments  to  the   said    Architect(s)    Sj^i 
shall  be  made  as  his  work  progresses,  and  at  sue-   Payment, 
ceedipg  stages  of  the  work  as  follows:     Upon  the 
completion  and  lelivery  of  the  said  plans,  elevations, 
sections,  general  working  drawings  with  construct- 
ive details   sufficiently   shown,   and   the  dimensions 
figured  to  enable  bidders  or  contractors  to  prepare 
accurate  and  reliable  estimate  of  the  cost  thereof, 

and  the  completion  and  delivery  of  full  and  complete 
specifications  for  all  branches  and  classes  of  work 
necessary  to  the  full  and  ultimate  completion,  use 
and  occupation  of  the  said  building  and  structure,  as 
provided  in  Clause  19  (b),  two  and  one-half  per  cent. 
(2^  per  cent.)  ;  upon  the  completion  of  all  details, 
working  drawings,  plans,  sections  and  models,  as 
provided  in  Clause  10  (c),  one  per  cent,  (i  per 
cent.),  and  upon  the  completion  of  said  building, 
structure,  works,  plant,  apparatus  and  equipment  and 
their  final  acceptance  by  the  City,  one  and  one-half 
per  cent.),  or  the  balance  that  may  be  due  and  owing 
of  the  full  fee  or  percentage  of  the  actual  cost. 

23.  That  if,  at  any  time,  the  said  Architect(s)    Abando°* 


mem  or 


shall  abandon  or  unreasonably  delay  the  preparation  Delay, 
and  completion  of  the  plans,  elevations,  sections, 
details  and  working  drawings,  and  the  complete  speci- 
fications, within  the  time  herein  specified,  or  as  may 
be  required  by  the  said  Commissioner  (s)  and  as 
may  be  necessary  or  proper  to  enable  the  contrac- 
tor (s)  to  prosecute  the  said  building,  structure, 
works,  plant,  apparatus  or  equipment  with  dispatch 
and  reasonable  safety  so  as  to  insure  its  completion 
within  the  time  designated  in  the  contract  therefor, 
the  said  Commissioner  (s),  President  or  Board  shall 
have  the  power  to  notify  the  said  Architect(s)  to 
discontinue  all  services  and  work  provided  for  under 
this  contract,  by  written  notice  to  be  served  upon  the 
said  Architect  (s)  either  personally  or  by  leaving  the 
same  at  their  residence,  and  thereupon  the  said  Ar- 
chitect (s)  shall  discontinue  the  said  services  or  such  po^ 
part  thereof  as  the  said  Commissioner  (s)  may  desig-  E^toy 
nate,  and  the  said  Commissioner  (s)  shall  have  the  Othert- 
power  to  employ  other  architects,  by  contract  or 
otherwise,  as  he  may  deem  advisable  to  perform  and 


506  COMPLETE   SPECIFICATIONS. 

complete  the  said  services  and  work  herein  described,, 
or  such  part  thereof  as  he  may  deem  necessary,  and 
the  remuneration,  pay  or  fees  of  the  said  Architect (s) 
shall  be  determined  by  the  scale  of  prices  or  fees 
herein  given,  it  being  expressly  agreed  and  under-' 
stood  that  the  said  Architect  (s)  shall  be  paid  only 
such  fees  as  they  shall  have  fully  earned,  and  as  shall 
be  due  and  owing  under  the  express  terms  of  this 
piairSc^in  agreement.  That  whenever  the  City  or  its  appropri- 
caseof  Aban-  ate  officer(s)  shall  act  under  this  clause,  or  in  the 
u°yTre£ea?be:  event  of  the  death  of  the  Architect  (s),  all  drawings, 
plans,  elevations,  sketches,  sections  and  models  and 
all  specifications,  estimates,  measurements  and  data 
pertaining  to  the  building,  structure,  works,  plant, 
etc.,  or  prepared  for  them  under  the  terms  of  or  in 
fulfillment  of  this  contract,  shall  be  delivered  within 
twenty  days  to  the  said  Commissioner  (s),  President 
or  Board,  or  to  his  or  its  authorized  agent,  and  if  the 
said  Architect  (s)  shall  fail  or  refuse,  upon  demand 
being  made,  to  so  deliver  said  instruments,  estimates 
and  data,  then  the  said  Architect(s)  shall  forfeit  all 
rights  to  any  further  compensation  under  this  con- 
tract for  or  on  account  of  any  services  rendered  or 
to  be  rendered. 

-Suspension.  2^      That  if,  for  any  reason,  it  becomes  neces- 

sary to  postpone,  suspend,  delay  or  abandon  the 
building,  structure,  works  or  apparatus  for  which 
these  services  are  engaged  and  employed,  then  the 
said  Architect  (s)  shall  be  paid  only  such  fees  as 
they  shall  have  fully  earned,  and  as  shall  be  due  and 
owing  by  the  express  terms  of  this  agreement,  and 
such  postponement,  suspension,  delay  or  abandon- 
ment shall  not  give  any  cause  of  action  for  damages 
or  for  extra  remuneration  to  the  said  Architect  (s). 
Officers  of  city  25.  That  the  payments  herein  provided  for  are 

Not  Bound  ,       J       .  <•     i  •  j    j  t_      ^i 

Personally.  to  be  made  out  of  the  moneys  provided  by  the  party 
of  the  first  part,  for  the  construction,  erection  and 
completion  of  the  above  entitled  building,  structure, 
work,  plant  or  apparatus,  and  that  these  presents  do 
not  bind  the  said  Commissioner  (s)  individually  to 
make  any  payment  or  payments  hereunder  or  on  ac- 
count hereof.  That  his  or  their  action  in  the  prem- 
ises is  binding  upon  the  said  City  and  its  successors, 
and  the  fund  hereby  created  for  such  purpose,  in 
conformity  with  the  statutes  and  The  Greater  New 
York  Charter,  and  the  acts  in  addition  and  supple- 
mental thereto,  or  any  amendments  thereof,  and  un- 


CONTRACT  FOB  ARCHITECT'S   SERVICES. 


507 


Copyright. 


der  which  said  Commissioner (s)  was  or  were  ap- 
pointed, and  under  and  by  virtue  of  which  he  or  they 
acted  in  these  premises. 

26.  That  the  Architect  (s)  will  be  responsible 
for  all  claims  made  against  the  said  City  for  any  in- 
fringements of  copyright  or  patent-right  for  or  on 
account  of  the  adoption  and  use  of  any  designs,  plans, 
drawings  or  models  furnished  by  the  said  Archi- 
tect (s)  and  used  in  the  construction  or  decoration  of 
the  said  building,  structure  or  works,  plant  or  appar- 
atus. 

27.  That  this  contract  shall  not  be  binding  or 
of  any  force  unless  the  Comptroller  of  The  City  of 
New  York  shall  indorse  hereon  his  certificate  that 
there  remains  unexpended  and  unapplied,  as  provided 
in  The  Greater  New  York  Charter,  a  balance  of  the 
appropriation  or  fund  applicable  thereto  sufficient  to 
pay  the  estimated  expense  of  executing  this  contract, 
as  certified  by  the  officers  making  the  same. 

28.  That  the  cost  of  the  said  building,  works 
and  apparatus  designed,  planned  and  illustrated,  in- 
cluding the  Architect's  fees  and  the  cost  of  necessary 
surveys  and  inspection,  shall  be  kept  well  within  the 
sum  of  ($ ). 

29.  That  it  is  understood  and  intended  by  the   Personal 
parties  hereto,  that  the  party  of  the  second  part  shall 
provide  and  furnish  the  personal  services  of 


and  that  this  contract  may  not  be  assigned,  sublet  or 
transferred,  without  the  express  consent  in  writing 
of  the  said  Commissioner  (s),  President  or  Board. 

In  witness  whereof,  the  said  The  City  of  New 
York  has,  by  the  said  Commissioner  (s),  executed 
this  contract  on  behalf  of  the  said  party  of  the  first 
part  and  the  said  party  of  the  second  part  has  exe- 
cuted this  contract  the  day  and  year  first  above 
written,  and  the  said  parties  hereto  have  executed 
this  agreement  in  triplicate,  one  part  of  which  is  to 
remain  with  the  said  Commissioner  (s),  one  other  is 
to  be  filed  with  the  Comptroller  of  The  City  of  New 


Cost  to  be 
Limited. 


Servi< 


Execution. 


508  COMPLETE   SPECIFICATIONS. 

York,  and  the  third  is  to  be  delivered  to  the  said 
party  hereto  of  the  second  part  the  day  and  date 
herein  first  written  above. 

..[us.] 

signatures.  Commissioner  (s). 

[us.] 

President. 

[L.  s.] 

Secretary. 

[L.  s.] 

Architect  (s). 
(Seal.) 

J.  C.  W. 


CONTRACTOR'S  BONDS. 

192.  Contract  Bond  or  Surety.  It  is  a  very  general  cus- 
tom in  all  important  work  to  require  the  contractor  to  furnish 
a  bond  for  the  faithful  and  complete  performance  of  his  con- 
tract. Sometimes  these  bondsmen  or  sureties  sign  with  the 
contractor,  as  in  the  case  of  the  St.  Louis  contracts,  exempli- 
fied in  article  170.  It  is  more  usual,  however,  to  make  this 
bond  a  separate  document,  following  immediately  the  signa- 
tures of  the  contract  itself. 

Bonds  are  always  executed  under  seal,  and  are  therefore 
special  contracts,  since  the  bondsmen  are  not  usually  paid  a 
consideration  for  the  service  rendered,  and  a  sealed  contract 
does  not  require  a  consideration  to  enforce  it. 

In  case  the  original  contract  and  specifications  are  deviated 
from  in  the  execution  of  the  work  to  any  material  extent,  with- 
out the  consent  of  the  bondsmen,  these  latter  are  thereby  re- 
leased from  their  bond.  Since  such  changes  are  nearly  always 
made  in  the  execution  of  engineering  work  after  the  contracts 
are  signed,  and  since  these  are  usually  made  without  consult- 
ing the  bondsmen,  these  latter  are  as  a  rule  thereby  released 
from  all  obligations,  and  the  bond  becomes  of  no  effect.  Even 
though  the  bondsmen  be  consulted  in  the  matter  of  changes, 
they  are  not  obliged  to  give  their  consent,  and  usually  perhaps 


CONTRACT  BOND  OR  SURETY.          509 

would  not,  in  which  case  material  changes  could  be  made  only 
by  releasing  the  bondsmen. 

To  provide  for  such  changes,  without  releasing  the  bonds- 
man, the  following  clause  may  be  added : 

And  the  said  suret  .  .  .  hereby  stipulate  .  .  .  and 
agree  .  .  .  that  no  change,  extension,  alteration  or  addition 
to  the  terms  of  the  contract  or  specifications' shall  in  any  wise 
affect  .  .  .  obligation  on  this  bond. 

The  form  of  bond  given  below  is  that  used  by  the  city  of 
Boston,  and  may  be  taken  as  a  general  type  of  such  a  docu- 
ment. 

CONTRACT  BOND  OR  SURETY. 

Know  all  Men  by  these  Presents, 

That  we are  held  and  firmly  bound  unto 

the  city  of  Boston,  in  the  sum  of dollars  to  be  paid  to  the 

city  of  Boston,  or  its  certain  attorney,  its  successors  and  as- 
signs, for  which  payment,  well  and  truly  to  be  made,  we  bind 
ourselves,  our  heirs,  executors  and  administrators,  jointly  and 
severally,  firmly  by  these  presents. 

The  Condition  of  this  obligation  is  such  that 

if  the  above-bounden shall  well  and  truly  keep  and 

perform  all  the  terms  and  conditions  of  the  foregoing  contract 
for  excavation  for  stripping  and  shallow  flowage  and  for  build- 
ing two  roads,  at  Basin  No.  5,  in  Southborough,  on part 

to  be  kept  and  performed,  and  shall  indemnify  and  save  harm- 
less the  said  city  of  Boston,  as  therein  stipulated,  then  this  obli- 
gation shall  be  of  no  effect;  otherwise  it  shall  remain  in  full 
force  and  virtue. 
In  witness  whereof  we  hereto  set  our  hands  and  seals  on  this 

day  of ,  in  the  year  eighteen  hundred  and  ninety-four. 

SEAL." 
SEAL. 
SEAL. 
:SEAL. 
.SEAL. 
Signed  and  sealed  in  presence  of 


510  COMPLETE  SPECIFICATIONS. 

193.  Indemnity  Bond.  The  following  is  a  common  form 
of  bond  to  cover  all  liens  which  may  arise  from  a  failure  of  the 
contractor  to  pay  for  his  labor  and  materials : 

Know  all  Men  by  these  Presents:  That of 

as  principal,  and of  as  surety,  are  held  and 

firmly  bound  unto  the in  the  penal  sum  of dol- 
lars, to  the  payment  of  which  well  and  truly  to  be  made  we 
bind  ourselves,  our  heirs,  executors,  administrators  and  as- 
signs firmly  by  these  presents. 

Signed  this day  of ,  189-. 

The  Condition  of  the  above  Obligation  is  such  that: 

WHEREAS,  the  said has  this  day  entered  into  a  con- 
tract in  writing  with  the  said for  the  grading  and 

construction  of  a  certain  — —  with  ditches,  roadways  and  other 
works  connected  therewith,  as  more  specifically  set  forth  in 
said  contract: 

Now,  THEREFORE  :  If  the  said . —  shall  well  and  truly 

perform  his  part  of  said  contract,  and  each  and  every  covenant 
and  agreement  therein  contained,  and  shall  indemnify  and  save 

harmless  the  said from  and  against  all  damages 

which  it  may  sustain  by  reason  of  liens  for  labor  and  materials 
furnished  for  said  work,  or  by  reason  of  the  failure  of  said 

to  pay  the  wages  and  earnings  of  any  of  the 

laborers  or  mechanics  employed  by  him  as  such  contractor, 
in  and  about  said  work ;  or  by  reason  of  his  failure  to  pay  for 
any  materials,  provisions  or  goods  of  any  kind  furnished,  or 
by  reason  of  any  just  debt  incurred  in  carrying  on  said  work ; 

and  if  the  said shall  pay  to  the  said all 

sums  of  money,  damages  or  costs  and  expenses  which  it  may  be 
compelled  to  pay,  or  which  it  may  sustain  by  reason  of  his  fail- 
ure as  aforesaid,  and  if  the  said shall  pay  all  laborers, 

mechanics  and  material  men,  and  persons  who  may  have  sup- 
plied provisions  or  goods  of  any  kind,  all  just  debts  due  to  such 
persons,  or  to  any  person  to  whom  any  part  of  such  work  was 
given,  then  this  obligation  shall  be  void,  otherwise  of  full  force 
and  effect. 

[SEAL.] 
[SEAL.] 


APPENDICES. 


APPENDIX  A. 

PRELIMINARY   SURVEYS  AND   EXAMINATIONS  FOR  BRIDGE 
RENEWALS. 

The  following  instructions  to  assistant  engineers  are  used 
by  the  engineer  of  bridges  and  buildings  on  the  C.,  M.  &  St.  P. 
R'y,  and  are  inserted  here  as  an  illustration  of  the  scope  and 
character  of  the  inquiries  and  investigations  necessary  for  an 
intelligent  solution  of  the  problem  in  hand.  It  is  only  by  means 
of  such  complete  and  detailed  information  that  all  future  con- 
tingencies can  be  forseen  and  provided  for,  so  that  there  shall 
be  no  "unexpected"  to  happen.  It  is  a  common  saying  that 
"the  unexpected  always  happens."  In  good  engineering,  "it  is 
only  the  unexpected  which  can  happen,"  since  what  was  antici- 
pated has  been  fully  provided  against.  In  the  best  engineering 
designs,  however,  every  possible  contingency  has  been  fore- 
seen and  provided  for,  so  there  is  no  unexpected  left  which  can 
happen,  and  hence  security  and  permanence  are  assured  in  ad- 
vance. The  following  instructions  are  a  good  illustration  of 
this  kind  of  preliminary  survey  of  the  problem  which  puts  the 
engineer  in  a  position  to  perfectly  fit  the  design  to  all  the  con- 
ditions of  the  problem: 

Instructions  to  Assistant  Engineers  in  Regard  to  Surveys  for 
the  Renewal  of  Wooden  Bridges  with  Perma- 
nent Structures. 

(i)  Gather  information  from  the  chief  engineer's  office  and 
from  the  office  of  the  engineer  and  superintendent  of  bridges 
and  buildings  relative  to  the  grade,  alignment,  right-of-way 
for  embankment  and  borrow  pits,  second  track  construction, 
contracts  relating  to  crossings  or  cattle  passes,  recommenda- 


512  COMPLETE  SPECIFICATION& 

tions  already  made  by  others  as  to  style  of  reconstruction  and 
any  other  matters  that  are  liable  to  have  a  bearing  on  work  in 
question 

(2)  Determine  the  elevation  of  base  of  rail  above  an  assumed 
datum  across  the  bridge  and  for  a  distance  of  1,000  feet  on 
each  side  of  it,  at  intervals  of  100  feet,  or  less  when  the  irregu- 
larities of  the  track  make  it  necessary. 

(3)  Consider  the  question  of  changing  grade  and  note  the 
kind,  condition  and  depth  of  ballast  as  well  as  other  points  that 
will  assist  in  determining  the  expense  and  practicability  of 
making  a  change. 

(4)  Obtain  particularly  notes  of  the  ground  surface  that  will 
be  covered  by  the  proposed  structure  or  embankment,  by  de- 
termining its  elevation  on  the  center  line  of  bridge  and  when 
necessary  on  each  side  of  same.    These  heights  may  be  meas- 
ured from  the  base  of  rail  at  each  bent  or  panel  point  but  should 
refer  to  the  datum  used  in  the  survey,  and  additional  notes 
should  be  made  of  intermediate  irregularities  that  would  con- 
cern the  height  of  pedestals  located  between  bents. 

(5)  Establish  and  note  two  bench  marks  on  solid  objects, 
conveniently  located,  one  each  way  from  the  bridge,  and  which 
are  unlikely  to  be  disturbed  during  the  construction  of  the  per- 
manent structure.    For  ordinary  cases  a  track  spike  driven  in 
a  telegraph  pole  will  be  suitable. 

(6)  Note  the  alignment  of  the  track  at  the  structure  and 
consider  whether  there  is  any  evident  reason  for  changing 
same. 

(7)  Consider  the  question  of  second  track  construction  as 
concerning  any  change  in  alignment  or  in  location  of  bridge. 
Conclude  on  which  side  of  the  present  track  the  second  track 
should  be  constructed  and  make  note  of  the  grounds  for  your 
conclusion. 

(8)  When  track  across  the  bridge  or  near  the  bridge  is 
curved  make  full  notes  of  elevation  of  outer  rail.    If  the  point 
of  curve  is  so  located  that  the  elevation  of  outer  rail  on  bridge 
is  varying,  determine  by  eye  the  location  of  point  of  curve  and 
of  the  point   where  the   elevation  is   commenced.     On   iron 
bridges  the  elevation  should  be  constant  when  practicable. 

(9)  Take  notes  for  a  sketch  of  the  water  course  for  a  suffi- 
cient distance  on  each  side  of  the  bridge,  to  determine  whether 
a  change  in  location  of  channel  or  an  improvement  in  the  chan- 
nel is  advisable,  and  indicate  your  recommendations  in  this  re- 
gard, remembering  that  the  most  favorable  condition  for  a 
bridge  is  usually  a  deep  channel  at  right  angles  to  the  railway 
for  some  distance  above  and  below  the  bridge.     Contours  ^in 
the  immediate  vicinity  of  the  bridge  should  be  sketched  in. 


SURVEYS  WITH  BRIDGE  RENEWALS.  513 

Ordinarily  this  can  be  done  with  sufficient  accuracy  by  the  eye, 
or  by  taking  a  few  offsets. 

(10)  Ascertain  the  nature  of  foundations,  whether  soft,  re- 
quiring pile  foundations,  or  of  sand,  or  of  hard  clay,  or  of  rock. 
Reports  should  state  the  character,  depth  and  dip  of  the  strata. 

(u)  Ascertain  present,  ordinary  and  extreme  high  water 
marks.  Inquire  into  cause  of  high  water ;  whether  by  ordinary 
heavy  rains,  by  water-spout,  by  damming  from  accumulations 
of  drift  or  ice,  or  by  overflow  from  other  water  courses,  or  from 
other  causes  which  may  be  apparent. 

( 12)  Note  the  probability  of  ice,  drift-wood,  hay,  cornstalks, 
fencing,  etc.,  lodging  against  the  proposed  iron  bridge. 

(13)  Take  notes  of  the  size  of  channel,  area  of  waterway 
required,  direction  of  current,  etc. 

(14)  Ascertain  if  there  is  to  be  provided  under  the  bridge 
a  public  or  private  roadway,  wagon-pass  or  cattle-pass,  with 
dimensions  and  conditions  controlling  the  same. 

(15)  If  any  portion  of  the  bridge  is  to  be  filled,  make  an 
examination  of  the  ground  and  state  where  the  material  can 
be  obtained,  and  whether  inside  of  the  boundaries  of  the  right- 
of-way,  or  on  land  which  will  have  to  be  purchased. 

(16)  Ascertain  whether  any  additional  right-of-way  is  re- 
quired for  any  purpose  connected  with  the  work,  and  if  so  note 
location  and  amount. 

(17)  Examine  as  to  a  suitable  location  for  a  stone  yard,  and 
for  the  storing  of  piles,  timber  and  iron- work ;  also  as  to  con- 
venient locations  for  derricks  and  what  provision  will  be  re- 
quired for  suitable  anchorage  for  derrick  guys. 

(18)  If  the  proposed  reconstruction  involves  any  question 
of  purchasing  land  or  privileges,  report  the  situation  with  ad- 
vice, but  avoid  conversation  with  property  owners  which  would 
in  any  way  interfere  with  relations  that  may  be  established 
later  between  them  and  an  agent  authorized  to  make  purchases 
or  settle  claims. 

(19)  Inquire  as  to  the  accommodations  for  boarding  and 
lodging  for  workmen  and  how  they  can  get  to  and  from  their 
work. 

(20)  Inquire  into  the  condition  of  train  service  at  the  loca- 
tion with  regard  to  the  frequency  of  trains  and  the  speed  at 
which  they  ordinarily  run  over  the  bridge. 

(21)  If  piles  are  to  be  driven,  make  your  recommendation 
as  to  whether  they  should  be  driven  with  a  land  or  track  driver, 
and  if  with  a  track  driver,  state  the  nearest  side-track  to  which 
it  must  retreat  for  passage  of  trains. 

(22)  Make  preliminary  estimates  of  the  cost  of  the  perma- 
nent structure,  taking  your  prices  from  the  tables  of  cost  of 

33 


514  COMPLETE  SPECIFICATIONS. 

iron  bridges  and  abutments  which  are  furnished  you  and  from 
them  make  your  recommendation  for  the  permanent  bridge. 

(23)  Make  your  recommendations  as  to  the  angles  of  piers 
and  abutments,  remembering  that  a  square  span  is  one  in  which 
its  ends  are  at  right  angles  to  its  longitudinal  axis,  and  in  a 
skew  span  the  angle  of  skew  is  the  enclosed  angle  between  the 
end  of  the  span  and  a  line  at  right  angles  to  its  longitudinal 
axis. 

(24)  Make  your  recommendations  as  to  what  riprapping  is 
required,  with  the  amount  and  method  of  using  it. 

(25)  Advise  what  is  the  best  season  of  the  year  in  which  to 
do  the  work  with  reference  to  high  water,  ice,  cold  weather, 
interruption  of  traffic,  facility  for  obtaining  labor  and  material, 
etc. 

(26)  Report  any  information  you  can  obtain  with  reference 
to  using  local  material  in  the  work,  such  as  piles,  timber,  lum- 
ber, stone,  sand,  brick,  etc. 

(27)  Avoid  confusing  terms  in  your  notes.     For  instance 
the  term  "base  of  rail"  is  preferable  to  "grade."    See  B.  &  B., 
Rule  7  g. 

FINALLY.  After  obtaining  information  on  the  points  here- 
inbefore mentioned  and  all  other  data  which  you  can  find  with- 
in your  reach,  consider  the  question  of  renewal  just  as  if  you 
had  to  make  the  full  decision  and  were  responsible  for  build- 
ing the  best  bridge  with  the  greatest  economy  and  least  risk; 
and  make  your  report  in  such  shape  that  the  draughting  office 
will  have  all  the  instruction  which  it  requires  for  making  the 
plans.  This  information  may  be  furnished  in  writing  and  on 
a  profile  and  map,  and  you  are  cautioned  that  your  work  will 
be  judged  by  your  giving  the  fullest  accurate  information  with 
the  fewest  notes  and  the  least  amount  of  drawing. 

O.  B. 


TESTING   OF  HYDRAULIC   CEMENTS.  515 

APPENDIX  B. 

General  Specifications  for  the  Testing  of  Hy- 
draulic Cements,  adopted  by  a  Board  of  U.  S. 
Engineer  Officers  in  1901,  and  used  by  the  Engineer 
Department  of  the  U.  S.  Army. l 

TESTS   TO   BE    MADE. 

For  selecting  Portland  and  Puzzolan  cement  from,  among 
the  brands  offered,  the  Board  recommends  that  the  following 
tests  be  made: 

1.  For  fineness  of  grinding. 

2.  For  specific  gravity. 

3.  For  soundness,  or  constancy  of  volume  in  setting. 

4.  For  time  of  setting. 

5.  For  tensile  strength. 

For  Natural  cement  we  recommend  the  omission  of  the 
specific  gravity  and  soundness  tests. 

On  the  works  the  Board  recommends  simple  tests  when 
the  more  elaborate  tests  can  not  well  be  made. 

In  determining  the  minimum  requirements  for  cements 
given  in  the  subjoined  specifications  we  recognize  that  many 
cements  that  attain  only  fair  strength  neat  and  with  sand  in  a 
short  time  and  show  marked  gains  of  strength  on  further 
time  will  fulfill  the  requirements  of  the  service,  and  that  unusu- 
ally high  tensile  strength  attained  in  a  few  days  after  gaug- 
ing is  often  coupled  with  a  small  or  negative  increase  in 
strength  in  further  short  intervals.  Unusually  high  tests  in 
a  short  time  after  gauging  should  be  regarded  with  suspicion, 
although  some  well-known  brands  of  American  cements  show 
great  strength  in  short-time  tests  and,  so  far  as  observed,  are 
reliable  in  air  and  fresh  water.  Cement  offered  under  such 
known  brands  should  show  their  characteristic  strength  and 
other  qualities  or  be  suspected  as  spurious  or  adulterated,  if 
not  rejected,  even  though  the  minimum  requirements  of  the 
specifications  are  met.  The  practice  of  offering  a  bonus  or 
free  gift  of  money  in  addition  to  the  contract  price  for  cement 
testing  above  a  fixed  high  point  should  be  prohibited  as  unnec- 
essary, for  cements  so  obtained  are  likely  to  be  unsound  in  a 
manner  not  easily  detected  in  the  time  usually  available  in 
testing. 

It  is  believed  that  most  of  the  very  high  testing  Portland 
cements  have  lime  in  excess,  the  effect  of  which  is  temporarily 

1  The  members  of  this  Board  were  Maior  Win.  L.  Marshall,  Major  Smith  S.  Leach, 
and  Captain  Spencer  Crosby 


516  COMPLETE   SPECIFICATIONS. 

masked  by  the  use  of  sulphate  of  lime.  Overlimed  cements  so 
treated  are  unfit  for  use  in  sea  water.  For  such  uses  a  chem- 
ical analysis  should  be  required,  and  the  quantity  of  sulphuric 
acid,  as  well  as  magnesia,  be  limited  to  a  low  percentage.  It 
is  not  yet  known  that  sulphate  of  lime  in  quantity  less  than  2 
per  cent  is  injurious  to  cements  to  be  used  in  fresh  water  or  in 
air.  It  masks  expansives  that  might  ultimately  cause  the  de- 
struction of  the  work,  but  it  is  not  known  whether  this  effect 
is  permanent.  Its  addition  is  now  deemed  necessary  to  control 
time  of  setting.  It  makes  a  quick-setting  cement  slow  setting, 
at  the  same  time  increasing  tensile  strength  acquired  in  short 
time. 

MANIPULATION    OF   CEMENTS   FOR  TESTS. 

/.    Fineness. 

Place  100  parts  (denominations  determined  by  subdivisions 
of  the  weighing  machine  used)  by  weight  on  a  sieve  with  100 
holes  to  the  linear  inch,  woven  from  brass  wire  No.  40,  Stubb's 
wire  gauge;  sift  by  hand  or  mechanical  shaker  until  cement 
ceases  to  pass  through. 

The  weight  of  the  material  passing  the  sieve  plus  the 
weight  of  the  dust  lost  in  air,  expressed  in  hundredths  of  the 
original  weight,  will  express  the  percentage  of  fineness.  In 
order  to  determine  this  percentage  the  residue  on  the  sieve 
should  be  weighed. 

It  is  only  the  impalpable  dust  that  possesses  cementitious 
value.  Fineness  of  grinding  is  therefore  an  essential  quality 
in  cements  to  be  mixed  with  sand.  The  residue  on  a  sieve  of 
100  meshes  to  the  inch  is  of  no  cementitious  value,  and  even 
the  grit  retained  on  a  sieve  of  40,000  openings  to  the  square 
inch  is  of  small  value.  The  degree  of  fineness  prescribed  in 
these  specifications  (92  per  cent)  for  Portland  through  a  sieve 
of  10,000  meshes  to  the  square  inch  is  quite  commonly  attained 
in  high-grade  American  cements,  but  rarely  in  imported 
brands.  On  the  Pacific  coast,  where  foreign  cements  only  are 
in  the  market,  this  requirement  may  be  lowered  for  the  present 
to  87  per  cent  on  No.  100  sieve. 

II.    Specific  Gravity. 

The  standard  temperature  for  specific  gravity  determina- 
tions is  62  degrees  F.,  but  for  cement  testing  temperatures  may 
vary  between  60  and  80  degrees  F.  without  affecting  results 
more  than  the  probable  error  in  the  observation. 

Use  any  approved  form  of  volumenometer  or  specific  grav- 
ity bottle,  graduated  to  cubic  centimeters  with  decimal  sub- 


TESTING  OF  HYDBAULIC   CEMENTS.  517 

divisions.  Fill  instrument  to  zero  of  the  scale  with  benzine, 
turpentine,  or  some  other  liquid  having  no  action  upon  cements. 

Take  100  grams  of  sifted  cement  that  has  been  previously 
dried  by  exposure  on  a  metal  plate  for  twenty  minutes  to  a 
dry  heat  of  212  degrees  F.,  and  allow  it  to  pass  slowly  into  the 
fluid  of  the  volumenometer,  taking  care  that  the  powder  does 
not  stick  to  the  sides  of  the  graduated  tube  above  the  fluid  and 
that  the  funnel  through  which  it  is  introduced  does  not  touch 
the  fluid. 

Read  carefully  the  volume  of  the  displaced  fluid  to  the 
nearest  fraction  of  a  cubic  centimeter.  Then  the  approximate 
specific  gravity  will  be  represented  by  100  divided  by  the  dis- 
placement in  cubic  centimeters. 

The  operation  requires  care. 

///.    Setting  Qualities  and  Soundness. 

The  quantity  of  water  and  the  temperature  of  water  and 
air  affect  the  time  of  setting.  The  specifications  contemplate 
a  temperature  varying  not  more  than  10  degrees  from  62  de- 
grees F.,  and  quantities  of  water  given  herein: 

For  Portland  cements  use  20  per  cent  of  water. 

For  Puzzolan  cements  use  18  per  cent  of  water. 

For  Natural  cements  use  30  per  cent  of  water. 

Mix  thoroughly  for  five  minutes,  vigorously  rubbing  the 
mixture  under  pressure;  time  to  be  estimated  from  moment  of 
adding  water  and  to  be  considered  of  importance. 

Make  on  glass  plates  two  cakes  from  the  mixture  about 
three  inches  in  diameter,  half  an  inch  thick  at  middle,  and 
drawn  to  thin  edges,  and  cover  them  with  a  damp  cloth  or 
place  them  in  a  tight  box  not  exposed  to  currents  of  dry  air. 
At  the  end  of  the  time  specified  for  initial  set  apply  the  needle 
one-twelfth  of  an  inch  diameter  weighted  to  one-fourth  of  a 
pound  to  one  of  the  cakes.  If  an  indentation  is  made  the 
cement  passes  the  requirement  for  initial  setting,  if  no  indenta- 
tion is  made  by  the  needle  it  is  too  quick  setting.  At  the  end 
of  the  time  specified  for  "final  set"  apply  the  needle  one  twenty- 
fourth  of  an  inch  diameter  loaded  to  one  pound.  The  cement 
cake  should  not  be  indented. 

Expose  the  two  cakes  to  air  under  damp  cloth  for  twenty- 
four  hours.  Place  one  of  the  cakes,  still  attached  to  its  plate, 
in  water  for  twenty-eight  days,  the  other  cake  immerse  in 
water  at  about  7o  degrees  temperature  supported  in  a  rack 
above  the  bottom  of  the  receptacle;  raise  the  water  gradually  to 
the  boiling  point  and  maintain  this  temperature  for  six  hours 
and  then  let  the  water  with  cake  immersed  cool.  Examine  the 
cakes  at  the  proper  time  for  evidences  of  expansion  and  distor- 


518  COMPLETE   SPECIFICATIONS. 

tion.  Should  the  boiled  cake  become  detached  from  the  plate 
by  twisting  and  warping  or  show  expansion  cracks  the  cement 
may  be  rejected,  or  it  may  await  the  result  of  twenty-eight  days 
in  water.  If  the  fresh-water  cake  shows  no  evidences  of  swell- 
ing, the  cement  may  be  used  in  ordinary  work  in  air  or  fresh 
water  for  lean  mixtures.  If  distortion  or  expansion  cracks  are 
shown  on  the  fresh- water  cake,  the  cement  should  be  rejected. 
Of  two  or  more  cements  offered,  all  of  which  will  .stand 
the  fresh-water  cake  test  for  soundness,  the  cements  that  will 
stand  the  boiling  tests  also  are  to  be  preferred. 

IV.     Tensile  Strength. 

Neat  Tests. — Use  unsifted  cements.  Place  the  amount  to 
be  mixed  on  a  smooth,  nonabsorbent  slab ;  make  a  crater  in  the 
middle  sufficient  to  hold  the  water;  add  nearly  all  the  water 
at  once,  the  remainder  as  needed;  mix  thoroughly  by  turning 
with  the  trowel,  and  vigorously  rub  or  work  the  cement  for 
five  minutes. 

Place  the  mold  on  a  glass  or  slate  slab.  Fill  the  mold  with 
consecutive  layers  of  cement,  each  when  rammed  to  be  one-fourth 
of  an  inch  thick.  Tap  each  layer  30  taps  with  a  soft  brass  or 
copper  rammer  weighing  i  pound  and  having  a  face  three- 
fourths  of  an  inch  diameter  or  seven-tenths  of  an  inch  square 
with  rounded  corners.  The  tapping  or  ramming  is  to  be  done  as 
follows:  while  holding  the  forearm  and  wrist  at  a  constant 
level,  raise  the  rammer  with  the  thumb  and  forefinger  about 
half  an  inch  and  then  let  it  fall  freely,  repeating  the  operation 
until  the  layer  is  uniformly  compacted  by  thirty  taps. 

This  method  is  intended  to  compact  the  material  in  a  man- 
ner similar  to  actual  practice  in  construction,  when  a  metal 
rammer  is  used  weighing  30  pounds,  with  a  circular  head  5 
inches  in  diameter  falling  about  8  inches  upon  layers  of  mortar 
or  concrete  3  inches  thick.  The  method  permits  comparable 
results  to  be  obtained  by  different  observers. 

After  filling  the  mold  and  ramming  the  last  layer,  strike 
smooth  with  the  trowel,  tap  the  mold  lightly  in  a  direction 
parallel  to  the  base  plate  to  prevent  adhesion  to  the  plate,  and 
cover  for  twenty-four  hours  with  a  damp  cloth.  Then  remove 
the  briquette  from  the  mold  and  immerse  it  in  fresh  water, 
which  should  be  renewed  twice  a  week  for  the  specified  time 
if  running  water  is  not  available  for  a  slow  current.  If  molds 
are  not  available  for  twenty-four  hours,  remove  from  the  molds 
after  final  set,  replacing  the  damp  cloth  over  the  briquettes. 
In  removing  briquettes  before  hard-set  great  care  should  be 
exercised.  Hold  the  mold  in  the  left  hand,  and,  after  loosen- 
ing the  latch,  tap  gently  the  sides  of  the  mold  until  they  fall 
apart.  Place  the  briquettes  face  down  in  the  water  trough. 


TESTING  OP  HTDBAULIC  CEMENTS.  519 

For  neat  tests  of  Portland  cement  use  20  per  cent  of  water 
by  weight. 

For  neat  tests  of  Puzzolan  cement  use  18  per  cent  of  water 
by  weight. 

For  neat  tests  of  Natural  cement  use  30  per  cent  of  water 
by  weight. 

Nearly  all  this  water  is  retained  by  Portland  cement, 
whereas  only  about  one-third  of  the  gauging  water  is  retained 
by  Puzzolan  or  Natural  cements;  from  this  it  follows  that  an 
apparent  condition  of  plasticity  or  fluidity  that  ultimately  little 
injures  Portland  paste,  very  seriously  injures  Puzzolan  or 
Natural  mortars  and  concretes  by  leaving  a  porous  texture  on 
the  evaporation  of  the  surplus  water. 

Sand  Tests. — The  proportions  i  cement  to  3  sand  are  to  be 
used  in  tests  of  Puzzolan  and  Portland,  and  i  cement  to  I  sand 
in  tests  of  Natural  or  Rosendale  cements.  Crushed  quartz 
sand,  sifted  to  pass  a  standard  sieve  with  20  meshes  per  linear 
inch  and  to  be  retained  on  a  standard  sieve  with  30  meshes  to 
the  inch,  is  to  be  used. 

After  weighing  carefully,  mix  dry  the  cement  and  sand 
until  the  mixture  is  uniform,  add  the  water  as  in  neat  mix- 
tures, and  mix  for  five  minutes  by  triturating  or  rubbing  to- 
gether the  constituents  of  the  mortar.  This  may  be  done  under 
pressure  with  a  trowel  or  by  rubbing  between  the  fingers,  using 
rubber  gloves.  The  rubbing  together  seems  necessary  to  coat 
thoroughly  the  facets  of  the  sand  with  the  cement  paste. 

It  is  found  that  prolonged  rubbing,  when  not  carried  be- 
yond the  time  of  initial  set,  results  in  higher  tests.  Five  min- 
utes is  the  time  of  mixing  quite  generally  adopted  in  European 
specifications.  The  briquettes  are  to  be  made  as  prescribed  for 
neat  mixtures. 

Portland  cements  require  water  from  n  to  \2.\  per  cent  by 
weight  of  constituent  sand  and  cement  for  maximum  strength 
in  tested  briquettes. 

Puzzolan,  about  9  to  10  per  cent. 

Natural,  about  15  to  i7  per  cent. 

Mixtures  that  a  first  appear  too  dry  for  testing  p'urposes 
often  become  more  plastic  under  the  prolonged  working  re- 
quired herein. 

In  general,  about  four  briquettes  constitute  the  maximum 
number  that  may  be  made  well  within  the  time  required  for 
initial  setting  of  moderately  slow  setting  cements. 

Three  such  batches  of  sand  mixtures  should  be  made,  and 
one  briquette  of  each  batch  may  be  broken  at  seven  and 
twenty-eight  days,  giving  three  tests  at  each  period.  At 
least  one  batch  of  neat  cement  briquettes  should  be  made. 

K  the  first  briquette  broken  at  each  date  fulfills  the  mini- 


520  COMPLETE  SPECIFICATIONS. 

mum  requirement  of  these  specifications  it  is  not  necessary  to 
break  others  which  may  be  reserved  for  long-time  tests. 

If  the  first  briquette  does  not  pass  the  test  for  tensile 
strength,  then  briquettes  may  be  broken  until  six  briquettes, 
two  from  each  batch,  have  been  broken  at  seven  days,  and  the 
remaining  six  reserved  for  twenty-eight-day  tests.  The  high- 
est result  from  any  sample  is  to  be  taken  as  the  strength  of 
the  sample  when  the  break  is  at  the  least  section  of  briquette. 

If,  on  the  twenty-eight-day  tests,  the  cement  not  only  more 
than  fulfills  the  minimum  requirements  of  these  specifications, 
but  also  shows  unusual  gain  in  strength,  it  may  still  be  accepted 
if  the  other  tests  are  satisfactory,  notwithstanding  a  low  seven- 
day,  test,  if  early  strength  is  not  a  matter  of  importance.  Such 
cements  are  likely  to  be  permanent. 

For  a  batch  of  four  briquettes,  the  following  quantities  are 
suggested  as  in  accord  with  these  specifications.  Water  is 
measured  by  fluid-ounce  volumes,  not  by  weight,  temperature 
varying  not  more  than  10  degrees  from  62  degrees  F. 

Portland  Cement. 

Neat. — 20  ounces  of  cement,  4  ounces  of  water.  Mix  wet 
five  minutes. 

Sand. — 15  ounces  sand,  5  ounces  cement,  2\  ounces  water. 
Mix  thoroughly  dry;  then  mix  wet  five  minutes. 

Puzzolan  Cement. 

Neat. — 20  ounces  cement,  3!  ounces  water.  Mix  wet  five 
minutes. 

Sand. — 15  ounces  sand,  5  ounces  cement,  2  ounces  water. 
Mix  thoroughly  dry;  then  mix  wet  five  minutes. 

Natural  Cement. 

Neat. — 20  ounces  cement,  6  ounces  water.  Mix  wet  five 
minutes.. 

Sand. — 10  ounces  cement,  10  ounces  sand,  3^  ounces  wa- 
ter. Mix  dry;  then  wet  for  five  minutes. 

For  measuring  tensile  strength,  a  machine  that  applies  the 
stress  automatically  at  a  uniform  rate  is  preferable  to  one 
controlled  entirely  by  hand. 

These  specifications  for  tensile  strength  contemplate  the 
applications  of  stress  at  the  rate  of  400  pounds  per  minute  to 
briquettes  made  as  prescribed  herein.  A  rate  so  rapid  as  to 
approximate  a  blow  or  so  slow  as  to  approximate  a  continued 
stress  will  give  very  different  results. 

The  tests  for  tensile  strength  are  to  be  made  immediately 
after  taking  from  the  water  or  while  the  briquettes  are  still 


OF   HYDBATTLIO   CEMENT.  521 

wet.  The  temperature  of  the  water  during  immersion  should 
be  maintained  as  nearly  constant  as  practicable;  not  less  than 
50  degrees  nor  more  than  7o  degrees  F. 

The  tests  are  to  be  made  upon  briquettes  I  inch  square  at 
place  of  rupture.  The  specifications  contemplate  the  use  of 
the  form  of  briquette  recommended  by  the  committee  of  the 
American  Society  of  Civil  Engineers,  held  when  tested  by 
close-fitting  metal  clips,  without  rubber  or  other  yielding 
contacts.  The  breaks  considered  in  the  tests  are  to  be  those 
occurring  at  the  smallest  section,  i  inch  square. 

SIMPLE  TESTS. 

Tests  of  cement  received  upon  a  work  in  progress  must 
often  be  of  much  simpler  character  than  prescribed  herein. 

Tests  on  the  work  are  mainly  to  ascertain  whether  the 
article  supplied  is  genuine  cement,  of  a  brand  previously 
tested  and  accepted,  and  whether  it  is  a  reasonably  sound  and 
active  cement  that  will  set  hard  in  the  desired  time,  and  give 
a  good,  hard  mortar.  Simple  tests  may  give  this  information, 
and  such  should  be  multiplied  whether  or  not  more  elaborate 
tests  be  made.  Pats  and  balls  of  cement  and  mortar  from  the 
storehouse  and  mixing  platform  or  machine  should  be  fre- 
quently made.  The  setting  or  hardening  qualities,  as  deter- 
mined roughly  by  estimating  time  and  by  pressure  of  the 
thumbnail,  should  be  observed;  the  hardness  of  the  set  and 
strength,  by  cracking  the  hardened  pats  or  cakes  between  the 
fingers,  and  by  dropping  the  balls  from  the  height  of  the  arm 
upon  a  pavement  or  stone  and  observing  the  result  of  the  im- 
pact. 

By  placing  the  pats  in  water  as  soon  as  hardened  suffi- 
ciently and  raising  the  temperature  to  the  boiling  point  for  a 
few  hours  and  observing  the  character  and  color  of  the  fracture 
after  sufficient  immersion,  information  as  to  the  character  of 
the  material,  whether  hydraulic,  a  Portland  or  Puzzolan, 
whether  too  fresh  or  possibly  "blowy,"  may  be  speedily  and 
quite  well  ascertained  without  measuring  instruments. 

Many  engineers  and  users  of  cement  regard  such  simple 
tests,  taken  in  connection  with  the  weight  and  fineness  of  the 
cement  and  the  apparent  texture  and  hardness  of  the  mortars 
and  concretes  in  the  work,  sufficient  field  tests  of  a  material 
of  known  repute.  The  more  elaborate  tests,  described  above, 
should  be  made  in  well-equipped  laboratories  by  skilled  cement 
testers. 

CLASSIFICATION  OF  TESTS 

The  tests  to  be  made  are  two  classes : 
(i)     Purchase  tests  on  samples  furnished  by  bidders  lo 
ascertain  whether  the  bidder  may  be  held  on  the  sample  to  the 


522  COMPLETE   SPECIFICATIONS. 

delivery  of  suitable  material,  should  his  offer  be  accepted. 

(2)  Acceptance  tests  on  samples  taken  at  random  from 
deliveries,  to  ascertain  whether  the  material  supplied  accords 
with  the  purchase  sample,  or  is  suitable  for  the  purpose  of  the 
work,  as  stated  in  the  specifications  for  cement  supplies. 

(1)  Purchase  Tests. — Under  these  specifications  bids  for 
Portland  cements  will  be  restricted  to  brands  that  have  been 
approved  after  at  least  three  years'  exposure  in  successful  use 
under  similar  conditions  to  those  of  the  proposed  work.     This 
specification  limits  proposals  to  manufacturers  of  cements  of 
established  repute,  and  in  so  far  lessens  the  dependence  to  be 
placed  upon  tests  of  single  samples  of  cement  in  determining 
the  probable  quality  of  the  cements  offered,  that  sample  pack- 
ages may  not  be  required  with  the  proposals  when  the  brand  is 
known  to  the  purchaser.     When  the  cement  is  not  known  to  the 
purchasing  officer  by  previous  use,  a  barrel  of  it  should  be  re- 
quired as  representing  the  quality  of  cement  to  be  supplied.     A 
full  set  of  tests  should  be  made  from  this  sample,  and  subsequent 
deliveries  be  required  to  show  quality  at  least  equal  to  the  sam- 
ple. 

In  this  connection  it  is  advisable  in  districts  where  well- 
equipped  laboratories  have  been  established,  that  sample  pack- 
ages of  the  cements  in  use  in  that  territory,  as  sold  in  the  open 
market,  be  obtained  and  tested  as  occasion  offers  to  ascertain 
the  characteristic  qualities  of  the  brands  as  commercial  articles, 
the  information  to  be  used  in  subsequent  purchases  of  cements. 

When  purchase  samples  are  waived,  acceptance  tests  should 
be  based  upon  the  known  qualities  of  the  brand,  as  shown  by 
previous  tests. 

The  sample  barrel  should  not  be  broken  further  than  to 
take  therefrom  the  necessary  samples  for  testing.  Afterwards 
it  should  be  put  away  in  a  dry  place  and  kept  for  further  test- 
ing, should  the  results  obtained  be  disputed. 

(2)  Acceptance  Tests. — The  tests  to  be  made  on  cements 
delivered  under  contract  depend  not  only  on  the  extent,  char- 
acter, and  importance  of  the  work  itself,  but  also  on  the  time 
available  between  the  delivery  and  the  actual  use  of  the  ma- 
terial. 

(a)  On  very  important  and  extensive  works,  equipped 
with  a  testing  laboratory  and  adequate  storehouses,  where 
cement  may  be  kept  at  least  thirty  days  before  being  required 
for  use,  full  and  elaborate  tests  should  be  made,  keeping  in 
view  the  fact  that  careful  tests  of  few  samples  are  more  valu- 
able than  hurried  tests  of  many  samples. 

(&)  On  active  works  of  ordinary  character,  when  time 
will  not  permit  full  tests,  and  on  small  works  where  the  ex- 
penses of  a  laboratory  are  not  justified,  the  tests  must  neces- 


TESTING   OF   HYDRAULIC   CEMENTS.  523 

sarily  be  limited  to  such  reasonable  precautions  against  the  ac- 
ceptance and  use  of  unfit  material  as  may  be  taken  in  the  usually 
short  interval  between  the  receipt  and  use  of  the  material. 

Such  conditions  were  in  view  in  formulating  the  specifica- 
tion that  proposals  will  be  received  from  manufacturers  of  such 
cements  only  as  have  been  proved  by  at  least  three  years'  use 
under  similar  conditions  of  exposure.  Of  the  tests  named  in 
the  specifications  those  for  fineness,  activity  or  hydraulicity, 
specific  gravity,  weight  of  packages,  and  accelerated  tests  for 
indications  as  to  soundness,  may  be  made  within  two  days  after 
the  receipt  of  the  material  and  with  a  very  small  outlay  for 
instruments. 

Cement  of  established  repute,  shown  by  specific  gravity 
and  fineness  to  be  properly  burnt  and  ground,  or  normal  for 
the  brand,  that  will  set  hard  in  reasonable  time,  the  cakes,  snap- 
ping with  a  clean  fracture  when  broken  between  the  fingers, 
and  standing  the  tests  above  named,  may  be  accepted  and  used 
with  reasonable  certainty  of  success.  Nevertheless,  packages 
taken  at  random  from  the  deliveries  should  occasionally  be  set 
aside  and  samples  taken  therefrom  sent  to  a  testing  laboratory 
for  the  more  elaborate  tests  for  tensile  strength  (and  for  sound- 
ness should  the  boiling  tests  not  be  conclusive).  The  final  ac- 
ceptance and  payment  for  such  cement  as  may  not  have  been 
actually  placed  in  the  work  should,  by  agreement,  be  made  to 
depend  upon  such  tests. 

In  all  cases  where  cement  has  been  long  stored  it  should  be 
carefully  tested  before  use  to  ascertain  whether  it  has  deterio- 
rated in  strength. 

Should  the  simple  tests  give  unsatisfactory  or  suspicious 
results,  then  a  full  series  of  tests  should  be  carefully  made. 

When  Portland  cement  is  in  question  the  specific  gravity 
and  fineness  tests  should  be  made  to  guard  against  adulteration, 
and  in  all  cases  test  weighings  should  be  made  to  guard  against 
short  weights. 

In  cases  where  the  amount  of  cement  or  the  importance  of 
the  work  will  not  justify  the  purchase  of  the  simple  apparatus 
required  for  the  specific  gravity,  fineness,  and  boiling  tests, 
the  cement  can  be  accepted  on  the  informal  tests  mentioned 
herein,  which  require  no  apparatus  whatever,  but  in  such  cases 
cements  well  known  to  the  purchaser  by  previous  use  should 
be  selected,  and  purchased  directly  from  the  manufacturer  or 
his  selling  agent  in  order  that  responsibility  for  the  cement  may 
be  fixed. 

Certified  tests  by  professional  inspectors  made  as  pre- 
scribed herein  on  samples  taken  from  the  cement  to  be  shipped 
to  the  work,  in  a  manner  analogous  to  that  customary  among 


524  COMPLETE   SPECIFICATIONS. 

engineers  in  the  purchase  of  structural  steel  and  iron,  may  bo 
required  in  such  cases. 

SAMPLING. 

The  entire  package  from  parts  of  which  tests  are  to  be 
made  is  to  be  regarded  as  the  sample  tested.  It  should  be 
marked  with  a  distinctive  mark  that  must  also  be  applied  to  any 
part  tested.  The  package  should  be  set  aside  and  protected 
against  deterioration  until  all  results  from  tests  made  from  it 
are  reached  and  accepted  by  both  parties  to  the  contract  for  sup- 
plies. 

Cement  drawn  from  several  sample  packages  should  not  be 
mixed  or  mingled,  but  the  individuality  of  each  sample  package 
should  be  preserved. 

In  testing  it  should  be  borne  in  mind  that  a  few  tests  from 
any  sample,  carefully  made,  are  more  valuable  than  many  made 
with  less  care. 

The  amount  of  material  to  be  taken  for  formal  tests  is  indi- 
cated herein  where  weights  of  the  constituents  of  four  briquettes 
are  given,  to  which  should  be  added  the  amount  necessary  for 
the  tests  for  specific  gravity,  activity,  and  soundness. 

In  extended  tests  the  material  should  be  taken  from  the 
sample  package  from  the  heads  and  center  of  barrel,  and  from 
the  ends  and  center  of  bag,  by  such  an  instrument  as  is  used 
by  inspectors  of  flour.  All  materials  taken  from  the  same 
sample  package  may  be  thoroughly  mixed  or  mingled  and  the 
tests  be  made  therefrom  as  showing  the  true  character  of  the 
contents  of  the  sample  package. 

In  making  formal  tests  at  the  work  for  acceptance  of 
cement  sample  packages  should  be  taken  at  random  from  among 
sound  packages.  The  number  taken  must  depend  upon  the  im- 
portance and  character  of  the  work,  the  available  time,  and  the 
capacity  of  the  permanent  laboratory  force.  For  tensile 
strength  the  tests  with  sand  are  considered  the  more  important 
and  should  always  be  made.  Tests  neat  should  be  made  ft 
time  permits. 

It  is  not  necessary  in  any  case  on  a  large  work  to  test  more 
than  10  per  cent  of  the  deliveries,  even  of  doubtful  cement,  and 
a  much  less  number  of  samples  may  be  taken  should  no  cause 
for  distrust  be  revealed  by  the  tests  made.  In  very  important 
work  of  small  extent  each  package  may  be  tested.  A  ce/nent 
should  be  rejected  if  the  samples  show  dangerous  variation  in 
quality  or  lack  of  care  in  manufacture  and  resulting  lack  of 
uniformity  in  the  product  without  regard  to  the  proportion  of 
failures  among  samples  tested. 

In  all  cases  in  the  use  of  cements  the  informal  or  simple 
tests  of  the  character  named  herein  should  be  constantly  carried 


TESTING   OF  HYDRAULIC   CEMENTS.  525 

on.  These  constitute  most  valuable  tests.  Whenever  any 
faulty  material  is  indicated  by  such  tests,  elaborate  tests  should 
be  at  once  instituted  and  should  the  fault  be  confirmed,  the 
cement  delivered  and  not  used  should  be  rejected  and  the  use 
of  the  brand  be  discontinued. 

TESTS   FOR   WEIGHT. 

From  time  to  time  packages  should  be  weighed  in  gross 
and  afterwards  the  weight  of  neat  cement  and  tare  of  the  pack- 
ages determined.  If  short  weight  of  neat  cement  is  indicated, 
a  sufficient  number  of  packages  should  be  weighed  and  the 
average  net  weight  per  package  ascertained  with  sufficient  cer- 
tainty to  afford  a.  satisfactory  basis  of  settlement. 

RECORDS. 

For  tests  at  professional  laboratories  no  general  require- 
ments as  to  records  seem  to  be  necessary.  Each  laboratory 
has  its  own  blanks  with  certificate,  and  if  a  copy  of  the  speci- 
fications be  sent  with  the  samples,  the  record  returned  should 
be  sufficient.  For  records  of  formal  tests  on  the  work,  or  in  a 
district  laboratory,  blank  forms  should  be  used.  It  is  desir- 
able to  have  the  specification  requirements  stated  on  the  form. 
Notations  should  be  adopted  to  show  for  each  test  that  the 
cement  passed  or  failed  or  that  the  test  was  not  made.  No 
inference  should  be  drawn  from  the  lack  of  any  entry  other 
than  that  the  recorder  has  neglected  his  duty. 

SILICA  CEMENT  OR  SAND   CEMENT. 

This  is  a  patented  article  manufactured  by  grinding  to- 
gether" silica  or  clean  sand  with  Portland  cement,  by  which  pro- 
cess the  original  cementing  material  is  made  extremely  fine  and 
its  capacity  to  cover  surfaces  of  concrete  aggregates  is  much 
increased.  The  sand  is  an  adulteration,  but  on  account  of  the 
extreme  fineness  of  the  product  it  serves  to  make  mortar  or 
concrete  containing  a  given  proportion  of  pure  cement  much 
more  dense,  the  fine  material  being  increased  in  volume. 

The  increase  in  cementing  capacity  due  to  the  fine  grinding 
of  the  cement  constituent  offsets,  in  great  degree,  the  effects  of 
the  sand  adulteration,  so  that  sand  cement  made  from  equal 
weights  of  cement  and  sand  approximates  in  tensile  strength  to 
the  neat  cement  and  the  material  is  sold  as  cement. 

The  extreme  fine  grinding  also  improves  cement  that  con- 
tains expansives,  but  nevertheless  sand  cement  should  not  be 
purchased  in  the  market,  but  should  be  made  on  the  work  from 
approved  materials,  if  used  for  other  purposes  than  for  grout- 
ing, for  which  it  is  peculiarly  adapted. 


526  COMPLETE    SPECIFICATIONS. 

Whether  this  material  should  be  used  in  important  works 
for  mortar  and  concrete,  the  Board  considers  a  question  of  cost 
and  expediency. 

Over  against  the  saving  in  cement  may  be  placed  the 
royalty  on  a  patented  article,  the  cost  of  the  plant  and  of  manu- 
facture, the  inconvenience  of  attaching  a  manufacturing  estab- 
lishment to  a  work  under  construction,  and  other  elements  bear- 
ing not  only  on  first  cost  of  cementing  material  but  also  involv- 
ing the  element  of  time.  When  cement  is  high  priced,  means 
of  transportation  limited,  labor,  sand,  and  concrete  materials 
cheap  and  abundant,  the  conditions  may  justify  the  use  of  sand 
cement  on  economic  grounds.  In  any  case,  the  cement  from 
which  the  product  is  made  should  be  tested  precisely  as  other 
cements. 

SLAG    CEMENT. 

This  term  is  applied  to  cement  made  by  intimately  mixing 
by  grinding  together  granulated  blast-furnace  slag  of  a  certain 
quality  and  slaked  lime,  without  calcination  subsequent  to  the 
mixing.  This  is  the  only  cement  of  the  Puzzolan  class  to  be 
found  in  our  markets  (often  branded  as  Portland),  and  as  true 
Portland  cement  is  now  made  having  slag  for  its  hydraulic  base, 
the  term  "slag  cement"  should  be  dropped  and  the  generic  term 
Puzzolan  be  used  in  advertisements  and  specifications  for  such 
cements. 

Puzzolan  cement  made  from  slag  is  characterized  physi- 
cally by  its  light  lilac  color;  the  absence  of  grit  attending  fine 
grinding  and  the  extreme  subdivision  of  its  slaked  lime  ele- 
ment; its  low  specific  gravity  (2,6  to  2.8)  compared  with  Port- 
land (3  to  3.5) ;  and  by  the  intense  bluish  green  color  in  the 
fresh  fracture  after  long  submersion  in  water,  due  to  the  pres- 
ence of  sulphides,  which  color  fades  after  exposure  to  dry  air. 

The  oxidation  of  sulphides  in  dry  air  is  destructive  of  Puz- 
zolan cement  mortars  and  concretes  so  exposed.  Puzzolan  is 
usually  very  finely  ground,  and  when  not  treated  with  soda  sets 
more  slowly  than  Portland.  It  stands  storage  well,  but  cements 
treated  with  soda  to  quicken  setting  become  again  very  slow 
setting  from  the  carbonization  of  the  soda  (as  well  as  the  lime) 
element  after  long  storage. 

Puzzolan  cement  properly  made  contains  no  free  or  anhy- 
drous lime,  does  not  warp  or  swell,  but  is  liable  to  fail  from 
cracking  and  shrinking  (at  the  surface  only)  in  dry  air. 

Mortars  and  concretes  made  from  Puzzolan  approximate 
in  tensile  strength  similar  mixtures  of  Portland  cement,  but 
their  resistance  to  crushing  is  less,  the  ratio  of  crushing  to  ten- 
sile strength  being  about  6  or  7  to  I  for  Puzzolan  and  9  to  n 


TESTING   OF  HTDBAULIC   CEMENTS.  527 

to  I  for  Portland.  On  account  of  its  extreme  fine  grinding 
Puzzolan  often  gives  nearly  as  great  tensile  strength  in  3  to  I 
mixtures  as  neat. 

Puzzolan  permanently  assimilates  but  little  water  com- 
pared with  Portland,  its  lime  being  already  hydrated.  It  should 
be  used  in  comparatively  dry  mixtures  well  rammed,  but  while 
requiring  little  water  for  chemical  reactions,  it  requires  for  per- 
manency in  the  air  constant  or  continuous  moisture. 

PROPER  USES  OF  PUZZOLAN  CEMENT. 

Puzzolan  cement  never  becomes  extremely  hard  like  Port- 
land, but  Puzzolan  mortars  and  concretes  are  tougher  or  less 
brittle  than  Portland. 

The  cement  is  well  adapted  for  use  in  sea  water,  and  gen- 
erally in  all  positions  where  constantly  exposed  to  moisture, 
such  as  in  foundations  of  buildings,  sewers  and  drains,  and 
underground  works  generally,  and  in  the  interior  of  heavy 
masses  of  masonry  or  concrete. 

It  is  unfit  for  use  when  subjected  to  mechanical  wear,  attri- 
tion, or  blows.  It  should  never  be  used  where  it  may  be  ex- 
posed for  long  periods  to  dry  air,  even  after  it  has  well  set.  It 
will  turn  white  and  disintegrate,  due  to  the  oxidation  of  its 
sulphides  at  the  surface  under  such  exposure. 

Specifications  for  Portland,  Natural,  and  Puzzolan  cement 
are  appended  hereto. 

Respectfully  submitted. 

W.  L.  MARSHALL, 
Major,  Corps  of  Engineers. 

SMITH  S.  LEACH, 
Major,  Corps  of  Engineers. 

SPENCER  COSBY, 
Captain,  Corps  of  Engineers. 
Brig.  Gen.  G.  L.  GILLESPIE, 

Corps  of  Engineers,  U.  S.  Army,  Washington,  D.  C. 

SPECIFICATIONS    FOR   AMERICAN    PORTLAND   CEMENT. 

( i )  The  cement  shall  be  an  American  Portland,  dry^  and 
free  from  lumps.  By  a  Portland  cement  is  meant  the  product 
obtained  from  the  heating  or  calcining  up  to  incipient  fusion 
of  intimate  mixtures,  either  natural  or  artificial,  of  argillaceous 
with  calcareous  substances,  the  calcined  product  to  contain  at 
least  1.7  times  as  much  of  lime,  by  weight,  as  of  the  materials 
which  give  the  lime  its  hydraulic  properties,  and  to  be  finely 
pulverized  after  said  calcination,  and  thereafter  additions  or  sub- 
stitutions  for  the  purpose  only  of  regulating  certain  properties 
of  technical  importance  to  be  allowable  to  not  exceeding  2  per 
cent  of  the  calcined  product 


528  COMPLETE   SPECIFICATIONS. 

(2)  The  cement  shall  be  put  up  in  strong,  sound  barrels 
well  lined  with  paper,  so  as  to  be  reasonably  protected  against 
moisture,  or  in  stout  cloth  or  canvas  sacks.     Each  package 
shall  be  plainly  labeled  with  the  name  of  the  brand  and  of  the 
manufacturer.     Any  package  broken   or  containing   damaged 
cement  may  be  rejected  or  accepted  as  a  fractional  package,  at 
the  option  of  the  United  States  agent  in  local  charge. 

(3)  Bidders  will  state  the  brand  of  cement  which  they  pro- 
pose to  famish.     The  right  is  reserved  to  reject  a  tender  for 
any  brand  which  has  not  established  itself  as  a  high-grade  Port- 
land cement  and  has  not  for  three  years  or  more  given  satisfac- 
tion in  use  under  climatic  or  other  conditions  of  exposure  of  at 
least  equal  seventy  to  those  of  the  work  proposed. 

(4)  Tenders  will  be  received  only  from  manufacturers 
or  their  authorized  agents. 

(The  following  paragraph  will  be  substituted  for  para- 
graphs 3  and  4  above  when  cement  is  to  be  furnished  and  placed 
by  the  contractor: 

No  cement  will  be  allowed  to  be  used  except  established 
brands  of  high-grade  Portland  cement  which  have  been  made 
by  the  same  mill  and  in  successful  use  under  similar  climatic 
conditions  to  those  of  the  proposed  work  for  at  least  three 
years.) 

(5)  The  average  weight  per  barrel  shall  not  be  less  than 
375  pounds  net.     Four  sacks  shall  contain  one  barrel  of  cement. 
If  the  weight,  as  determined  by  test  weighings,  is  found  to  be 
below  375  pounds  per  barrel,  the  cement  may  be  rejected,  or 
at  the  option  of  the  engineer  officer  in  charge,  the  contractor 
may  be  required  to  supply,  free  of  cost  to  the  United  States, 
an  additional  amount  of  cement  equal  to  the  shortage. 

(6)  Tests  may  be  made  of  the  fineness,  specific  gravity, 
soundness,  time  of  setting,  and  tensile  strength  of  the  cement. 

(7)  Fineness. — Ninty-two  per  cent  of  the  cement  must 
pass  through  a  sieve  made  of  No.  40  wire,  Stubb's  gauge,  hav- 
ing 10,000  openings  per  square  inch. 

(8)  Specific  Gravity. — The  specific  gravity  of  the  cement, 
as  determined  from  a  sample  which  has  been  carefully  dried, 
shall  be  between  3.10  and  3.25. 

(9)  Soundness. — To  test  the  soundness  of  the  cement,  at 
least  two  pats  of  neat  cement  mixed  for  five  minutes  with  20 
per  cent  of  water  by  weight  shall  be  made  on  glass,  each  pat 
about  3  inches,  in  diameter  and  one-half  inch  thick  at  the  center, 
tapering  thence  to  a  thin  edge.     The  pats  are  to  be  kept  under 
a  wet  cloth  until  finally  set,  when  one  is  to  be  placed  in  fresh 
water  for  twenty-eight  days.     The  second  pat  will  be  placed  in 
water  which  will  be  raised  to  the  boiling  point  for  six  hours, 
then  allowed  to  cool.     Neither  should  show  distortion  or  cracks. 


TESTING  OF  HYDBAULIC   CEMENTS.  520 

The  boiling  test  may  or  may  not  reject  at  the  option  of  the 
engineer  officer  in  charge. 

(10)  Time  of  Setting. — The  cement  shall  not  acquire  its 
initial  set  in  less  than  forty-five  minutes  and  must  have  ac- 
quired its  final  set  in  ten  hours. 

(The  following  paragraph  will  be  substituted  for  the  above 
in  case  a  quick-setting  cement  is  desired: 

The  cement  shaU  not  acquire  its  initial  set  in  less  than 
twenty  nor  more  than  thirty  minutes,  and  must  have  acquired 
its  final  set  in  not  less  than  forty-five  minutes  nor  in  more  than 
two  and  one-half  hours.) 

The  pats  made  to  test  the  soundness  may  be  used  in  deter- 
mining the  time  of  setting.  The  cement  is  considered  to  have 
acquired  its  initial  set  when  the  pat  will  bear,  without  being 
appreciably  indented,  a  wire  one-twelfth  inch  in  diameter  loaded 
to  weigh  one-fourth  pound.  The  final  set  has  been  acquired 
when  the  pat  will  bear,  without  being  appreciably  indented,  a 
wire  one  twenty-fourth  inch  in  diameter  loaded  to  weigh  I 
pound. 

(n)  Tensile  Strength. — Briquettes  made  of  neat  cement, 
after  being  kept  in  air  for  twenty-four  hours  under  a  wet  cloth 
and  the  balance  of  the  time  in  water,  shall  develop  tensile 
strength  per  square  inch  as  follows: 

After  seven  days,  450  pounds;  after  twenty-eight  days, 
540  pounds. 

Briquettes  made  of  i  part  cement  and  3  parts  standard 
sand,  by  weight,  shall  develop  tensile  strength  per  square  inch 
as  follows: 

After  seven  days,  140  pounds;  after  twenty-eight  days, 
220  pounds. 

(In  case  quick-setting  cement  is  desired,  the  following  ten- 
sile strengths  shall  be  substituted  for  the  above : 

Neat  briquettes:  After  seven  days,  400  pounds;  after 
twenty-eight  days,  480  pounds. 

Briquettes  of  i  part  cement  to  3  parts  standard  sand: 
After  seven  days,  120  pounds;  after  twenty-eight  days,  180 
pounds.) 

(12)  The  highest  result  from  each  set  of  briquettes  made 
at  any  one  time  is  to  be  considered  the  governing  test.     Any 
cement  not  showing  an  increase  of  strength  in  the  twenty-eight- 
day  tests  over  the  seven-day  tests  will  be  rejected. 

(13)  When  making  briquettes  neat  cement  will  be  mixerl 
with  20  per  cent  of  water  by  weight,  and  sand  and  cement  with 
12^  per  cent  of  water  by  weight.     After  being  thoroughly 
mixed  and  worked  for  five  minutes,  the  cement  or  mortar  will 
be  placed  in  the  briquette  mold  in  four  equal  layers,  and  each 
layer  rammed  and  compressed  by  thirty  blows  of  a  soft  brass  or 

34 


530  COMPLETE   SPECIFICATIONS. 

copper  rammer  three-quarters  of  an  inch  in  diameter  (or  seven- 
tenths  of  an  inch  square,  with  rounded  corners),  weighing  one 
pound.  It  is  to  be  allowed  to  drop  on  the  mixture  from  a  height 
of  about  half  an  inch.  When  the  ramming  has  been  completed, 
the  surplus  cement  shall  be  struck  off  and  the  final  layer 
smoothed  with  a  trowel  held  almost  horizontal  and  drawn  back 
with  sufficient  pressure  to  make  its  edge  follow  the  surface  of 
the  mold. 

(14)  The  above  are  to  be  considered  the  minimum  re- 
quirements.    Unless  a  cement  has  been  recently  used  on  work 
under  this  office,  bidders  will  deliver  a  sample  barrel  for  test 
before  the  opening  of  bids.     If  this  sample  shows  higher  tests 
than  those  given  above,  the  average  of  tests  made  on  subsequent 
shipments  must  come  up  to  those  found  with  the  sample. 

(15)  A  cement  may  be  rejected  in  case  it  fails  to  meet 
any  of  the  above  requirements.     An  agent  of  the  contractor 
may  be  present  at  the  making  of  the  tests,  or,  in  case  of  the 
failure  of  any  of  them,  they  may  be  repeated  in  his  presence. 
If  the  contractor  so  desires,  the  engineer  officer  in  charge  may, 
if  he  deem  it  to  the  interest  of  the  United  States,  have  any  or 
all  of  the  tests  made  or  repeated  at  some  recognized  standard 
testing  laboratory  in  the  manner  herein  specified.     All  expenses 
of  such  tests  to  be  paid  by  the  contractor.     All  such  tests  shall 
be  made  on  samples  furnished  by  the  engineer  officer  from 
cement  actually  delivered  to  him. 

SPECIFICATIONS  FOR  NATURAL  CEMENT. 

(1)  The  cement  shall  be  a  freshly-packed    natural    or 
Rosendale,  dry,  and  free  from  lumps.     By  Natural  cement  is 
meant  one  made  by  calcining  natural  rock  at  a  heat  below  in- 
cipient fusion,  and  grinding  the  product  to  powder. 

(2)  The  cement  shall  be  put  up  in  strong,  sound  barrels, 
well  lined  with  paper  *o  as  to  be  reasonably  protected  against 
moisture,  or  in  stout  cloth  or  canvas  sacks.     Each  package 
shall  be  plainly  labeleC  with  the  name  of  the  brand  and  of  the 
manufacturer.     Any  package  broken   or  containing  damaged 
cement  may  be  rejected,  or  accepted  as  a  fractional  package,  at 
the  option  of  the  United  States  agent  in  local  charge. 

(3)  Bidders  will  state  the  brand  of  cement  which  they 
propose  to  furnish.     The  right  is  reserved  to  reject  a  tender 
for  any  brand  which  has  not  given  satisfaction  in  use  under 
climatic  or  other  conditions  of  exposure  of  at  least  equal  sever- 
ity to  those  of  the  work  proposed. 

(4)  Tenders  will  be  received  only  from  manufacturers 
or  their  authorized  agents. 


TESTING   OF  HYDRAULIC   CEMENTS.  531 

(The  following  paragraph  will  be  substituted  for  para- 
graphs 3  and  4  above  when  cement  is  to  be  furnished  and 
placed  by  the  contractor: 

No  cement  will  be  allowed  to  be  used  except  established 
brands  of  high-grade  natural  cement  which  have  been  in  suc- 
cessful use  under  similar  climatic  conditions  to  those  of  the 
proposed  work.) 

(5)  The  average  net  weight  per  barrel  shall  not  be  less 
than   300  pounds.     (West  of  the  Allegheny   Mountains  this 
may  be  265  pounds)     .    .    .    sacks  of  cement  shall  have  the 
same  weight  as  i  barrel.     If  the  average  net  weight,  as  deter- 
mined by  test  weighings,  is  found  to  be  below  300  pounds  (265 
pounds)   per  barrel,  the  cement  may  be  rejected,  or,  at  the 
option  of  the  engineer  officer  in  charge,  the  contractor  may  be 
required  to  supply  free  of  cost  to  the  United  States  an  addi- 
tional amount  of  cement  equal  to  the  shortage. 

(6)  Tests  may  be  made  of  the  fineness,  time  of  setting, 
and  tensile  strength  of  the  cement. 

(7)  Fineness. — At  least  80  per  cent  of  the  cement  must 
pass  through  a  sieve  made  of  No.  40  wire,  Stubb's  gauge,  hav- 
ing 10,000  openings  per  square  inch. 

(8)  Time  of  Setting. — The  cement  shall  not  acquire  its 
initial  set  in  less  than  twenty  minutes  and  must  have  acquired 
its  final  set  in  four  hours. 

(9)  The  time  of  setting  is  to  be  determined  from  a  pat  of 
neat  cement  mixed  for  five  minutes  with  30  per  cent  of  water 
by  weight  and  kept  under  a  wet  cloth  until  finally  set.     The 
cement  is  considered  to  have  acquired  its  initial  set  when  the 
pat  will  bear,  without  being  appreciably  indented,  a  wire  one- 
twelfth  inch  in  diameter  loaded  to  weigh  one-fourth  pound. 
The  final  set  has  been  acquired  when  the  pat  will  bear,  without 
being  appreciably  indented,  a  wire  one  twenty-fourth  inch  in 
diameter  loaded  to  weigh  i  pound. 

(10)  Tensile  Strength. — Briquettes  made  of  neat  cement 
shall  develop  the  following  tensile  strengths  per  square  inch, 
after  having  been  kept  in  air  for  twenty-four  hours  under  a 
wet  cloth  and  the  balance  of  the  time  in  water : 

At  the  end  of  seven  days,  90  pounds ;  at  the  end  of  twenty- 
eight  days,  200  pounds. 

Briquettes  made  of  one  part  cement  and  one  part  standard 
sands  by  weight  shall  develop  the  following  tensile  strengths 
per  square  inch: 

After  seven  days,  60  pounds;  after  twenty-eight  days,  150 
pounds. 

( 1 1 )  The  highest  result  from  each  set  of  briquettes  made 
at  any  one  time  is  to  be  considered  the  governing  test.     Any 


532  COMPLETE   SPECIFICATIONS. 

cement  not  showing  an  increase  of  strength  in  the  twenty-eight 
day  tests  over  the  seven-day  tests  will  be  rejected. 

(12)  The  neat  cement  for  briquettes  shall  be  mixed  with 
30  per  cent  of  water  by  weight,  and  the  sand  and  cement  with 
1 7  per  cent  of  water  by  weight.     After  being  thoroughly  mixed 
and  worked  for  five  minutes  the  cement  or  mortar  is  to  be  placed 
in  the  briquette  mold  in  four  equal  layers,  each  of  which  is  tc 
be  rammed  and  compressed  by  thirty  blows  of  a  soft  brass  or 
copper  rammer  three-fourths  of  an  inch  in  diameter  (or  seven- 
tenths  of  an  inch  square  with  rounded  corners),  weighing  I 
pound.     It  is  to  be  allowed  to  drop  on  the  mixture  from  a  height 
of  about  a  half  an  inch.     Upon  the  completion  of  the  ramming 
the   surplus   cement   shall   be   struck   off   and   the   last   layer 
smoothed  with  a  trowel  held  nearly  horizontal  and  drawn  back 
with  sufficient  pressure  to  make  its  edge  follow  the  surface  of 
the  mold. 

(13)  The  above  are  to  be  considered  the  minimum  re- 
quirements.    Unless  a  cement  has  been  recently  used  on  work 
under  this  office,  bidders  will  deliver  a  sample  barrel  for  test 
before  the  opening  of  the  bids.     Any  cement  showing  by  sam- 
ple, higher  tests  than  those  given  must  maintain  the  average  so 
shown  in  subsequent  deliveries. 

(14)  A  cement   may  be   rejected   which   fails   to   meet 
any  of  the  above  requirements.     An  agent  of  the  contractor 
may  be  present  at  the  making  of  the  tests,  or,  in  case  of  the 
failure  of  any  of  them,  they  may  be  repeated  in  his  presence. 
If  the  contractor  so  desires,  the  engineer  officer  may,  if  he 
deems  it  to  the  interest  of  the  United  States,  have  any  or  all  of 
the  tests  made  or  repeated  at  some  recognized  standard  testing 
laboratory  in  the  manner  above  specified.     All  expenses  of  such 
tests  shall  be  paid  by  the  contractor,  and  all  such  tests  shall  be 
made  on  samples  furnished  by  the  engineer  officer  from  cement 
acutally  delivered  to  him. 

SPECIFICATIONS   FOR   PUZZOLAN   CEMENT. 

(1)  The  cement  shall  be  a  Pozzolan  of  uniform  quality, 
finely  and  freshly  ground,  dry,  and  free  from  lumps,  made  by 
grinding  together   without   subsequent   calcination   granulated 
blast-furnace  slag  with  slaked  lime. 

(2)  The  cement  shall  be  put  in  strong  sound  barrels  well 
lined  with  paper,  so  as  to  be  reasonably  protected  against  mois- 
ture, or  in  stout  cloth  or  canvas  sacks.     Each  package  shall  be 
plainly  labeled  with  the  name  of  the  brand  and  of  the  manu- 
facturer.    Any  package  broken  or  containing  damaged  cement 
may  be  rejected,  or  accepted  as  a  fractional  package,  at  the 
option  of  the  United  States  agent  in  local  charge. 


TESTING  OF  HYDRAULIC   CEMENTS.  533 

(3)  Bidders  will  state  the  brand  of  cement  which  they 
propose  to  furnish.     The  right  is  reserved  to  reject  a  tender  for 
any  brand  which  has  not  given  satisfaction  in  use  under  climatic 
or  other  conditions  of  exposure  of  at  least  equal  severity  to 
those  of  the  work  proposed,  and  for  any  brand  from  cement 
works  that  do  not  make  and  test  the  slag  used  in  the  cement. 

(4)  Tenders  will  be  received  only  from  manufacturers  or 
their  authorized  agents. 

(The  following  paragraph  will  be  substituted  for  para- 
graphs 3  and  4  above  when  cement  is  to  be  furnished  and 
placed  by  the  contractor: 

No  cement  will  be  allowed  to  be  used  except  established 
brands  of  high-grade  Puzzolan  cement  which  have  been  in  suc- 
cessful use  under  similar  climatic  conditions  to  those  of  the 
proposed  work  and  which  come  from  cement  works  that  make 
the  slag  used  in  the  cement.) 

(5)  The  average  weight  per  barrel  shall  not  be  less  than 
330  pounds  net.     Four  sacks  shall  contain  i  barrel  of  cement. 
If  the  weight  as  determined  by  test  weighings  is  found  to  be 
below  330  pounds  per  barrel,  the  cement  may  be  rejected  or, 
at  the  option  of  the  engineer  officer  in  charge,  the  contractor 
may  be  required  to  supply,  free  of  cost  to  the  United  States,  an 
additional  amount  of  cement  equal  to  the  shortage. 

(6)  Tests  may  be  made  of  the  fineness,  specific  gravity, 
soundness,  time  of  setting,  and  tensile  strength  of  the  cement. 

(7)  Fineness. — Ninety-seven  per  cent  of  the  cement  must 
pass  through  a  sieve  made  of  No.  40  wire,  Stubb's  gauge,  having 
10,000  openings  per  square  inch. 

(8)  Specific  Gravity. — The  specific  gravity  of  the  cement 
as  determined  from  a  sample  which  has  been  carefully  dried, 
shall  be  between  2.7  and  2.8. 

(9)  Soundness. — To  test  the  soundness  of  cement,  pats 
of  neat  cement  mixed  for  five  minutes  with  18  per  cent  of  water 
by  weight  shall  be  made  on  glass,  each  pat  about  3  inches  in 
diameter  and  one-half  inch  thick  at  the  center,  tapering  thence 
to  a  thin  edge.     The  pats  are  to  be  kept  under  wet  cloths  until 
finally  set,  when  they  are  to  be  placed  in  fresh  water.    They 
should  not  show  distortion  or  cracks  at  the  end  of  twenty-eight 
days. 

(10)  Time  of  Setting. — The  cement  shall  not  acquire  its 
initial  set  in  less  than  forty-five  minutes  and  shall  acquire  its 
final  set  in  ten  hours.     The  pats  made  to  test  the  soundness 
may  be  used  in  determining  the  time  of  setting.     The  cement 
is  considered  to  have  acquired  its  initial  set  when  the  pat  will 
bear,  without  being  appreciably  indented,  a  wire  one-twelfth 
inch  in  diameter  loaded  to  one-fourth  pound  weight.    The  final 
set  has  been  acquired  when  the  pat  will  bear,  without  being 


534:  COMPLETE   SPECIFICATIONS. 

appreciably  indented,  a  wire  one  twenty-fourth  inch  in  diameter 
loaded  to  I  pound  weight. 

(n)  Tensile  strength. — Briquettes  made  of  neat  cement, 
after  being  kept  in  air  under  a  wet  cloth  for  twenty-four  hours 
and  the  balance  of  the  time  in  water,  shall  develop  tensile 
strengths  per  square  inch  as  follows: 

After  seven  days,  350  pounds;  after  twenty-eight  days, 
500  pounds. 

Briquettes  made  of  one  part  cement  and  three  parts  stand- 
ard sand  by  weight  shall  develop  tensile  strength  per  square 
inch  as  follows: 

After  seven  days,  140  pounds;  after  twenty-eight  days, 
220  pounds. 

(12)  The  highest  result  from  each  set  of  briquettes  made 
at  any  one  time  is  to  be  considered  the  governing  test.     Any 
cement  not  showing  an  increase  of  strength  in  the  twenty-eight- 
day  tests  over  the  seven-day  tests  will  be  rejected. 

(13)  When  making  briquettes  neat  cement  will  be  mixed 
with  1 8  per  cent  of  water  by  weight,  and  sand  and  cement  with 
10  per  cent  of  water  by  weight.     After  being  thoroughly  mixed 
and  worked  for .  five  minutes  the  cement  or  mortar  will  be 
placed  in  the  briquette  mold  in  four  equal  layers  and  each 
layer  rammed  and  compressed  by  thirty  blows  of  a  soft  brass  or 
copper  rammer,  three-quarters  of  an  inch  in  -diameter  or  seven- 
tenths  of  an  inch  square,  with  rounded  corners,  weighing  I 
pound.     It  is  to  be  allowed  to  drop  on  the  mixture  from  a 
height  of  about  half  an  inch.     When  the  ramming  has  been 
completed  the  surplus  cement  shall  be  struck  off  and  the  final 
layer  smoothed  with  a  trowel  held  almost  horizontal  and  drawn 
back  with  sufficient  pressure  to  make  its  edge  follow  the  sur- 
face of  the  mold. 

(14)  The  above  are  to  be  considered  the  minimum  re- 
quirements.    Unless  a  cement  has  been  recently  used  on  work 
under  this  office,  bidders  will  deliver  a  sample  barrel  for  test 
before  the  opening  of  bids.     If  this  sample  shows  higher  tests 
than  those  given  above,  the  average  of  tests  made  on  subse- 
quent shipments  must  come  up  to  those  found  with  the  sample. 

(15)  A  cement  may  be  rejected  in  case  it  fails  to  meet 
any  of  the  above  requirements.     An  agent  of  the  contractor 
may  be  present  at  the  making  of  the  tests,  or,  in  case  of  the 
failure  of  any  of  them,  they  may  be  repeated  in  his  presence. 
If  the  contractor  so  desires  the  engineer  officer  in  charge  may, 
if  he  deems  it  to  the  interest  of  the  United  States,  have  any  or 
all  of  the  tests  made  or  repeated  at  some  recognized  testing' 
laboratory  in  the  manner  herein  specified,  all  expenses  of  such 
tests  to  be  paid  by  the  contractor.     All  such  tests  shall  be  made 
on   samples   furnished   by  the   engineer  officer   from   cement 
actually  delivered  to  him. 


THE  ENGINEER  AS  AN  EXPERT  WITNESS.  535 


APPENDIX  0. 

THE  ENGINEER  AS  AN  EXPERT  WITNESS 
AND  COUNSEL* 

DEFINITIONS  AND  DISTINCTIONS. 

An  Expert  Witness  is  one  who  is  allowed  by  the  court  to 
testify  in  a  case  by  giving  his  opinions  on  hypothetical  condi- 
tions, the  basis  of  which  has  been  established  by  other  witnesses. 
To  qualify  as  an  expert  witness  one  must  be  able  to  show  such  a 
knowledge  of,  and  familiarity  with,  the  subject,  either  theoreti- 
cal or  practical  or  both,  as  will  convince  the  court  that  he  is 
competent  to  give  to  the  court  and  jury  material  aid  in  arriving 
at  a  true  solution  of  the  problem  in  hand.  An  expert  witness 
will  not  be  allowed  to  testify  if,  in  the  opinion  of  the  court,  the 
jury  is  competent  to  judge  of  the  evidence  and  to  draw  from  it 
correct  conclusions.  The  peculiar  function  of  the  expert  wit- 
ness, therefore,  is  to  bring  to  bear  upon  the  case  on  trial  such 
scientific  or  technical  knowledge  as  the  average  citizen  does  not 
possess,  and  which  is  necessary  to  a  fair  understanding  of  the 
significance  of  the  facts  which  have  been  established  by  the  tes- 
timony of  other  witnesses.  The  ordinary  witness  is  not  al- 
lowed to  express  opinions,  his  testimony  being  limited  to  what 
he  claims  to  know,  of  his  own  knowledge.  Similarly  the  expert 
witness  must  base  his  opinion  of  the  proper  meaning  of  the  facts 
established,  on  his  own  knowledge  of  the  subject,  and  not  on 
second-hand  information.  The  expert  witness  is  expected  to  be 
without  bias  in  the  case,  although  he  is  usually  called  and  paid 
by  one  of  the  parties  to  the  suit.  He  acts  as  an  interpreter  of 
established  facts,  explaining  their  meaning  to  the  jury,  and  the 
proper  inferences  to  be  drawn  from  them,  just  as  a  language 
interpreter  may  be  introduced  in  a  trial  to  explain  the  meaning 
of  the  language  used  by  a  witness  who  testifies  in  a  foreign 
tongue.  In  fact  the  laws  and  the  language  of  science,  and  a 
knowledge  of  the  technical  trades  is  as  a  foreign  language  to 
the  average  citizen.  But  just  as  a  language  interpreter  is  ex- 
pected to  truly,  to  the  best  of  his  ability,  interpret  the  language 
of  a  foreigner  to  the  jury  in  a  trial,  so  the  jury  has  a  right  to 
expect  a  person  to  interpret  the  facts  truly  who  has  been  intro- 
duced in  a  suit  at  law  as  an  expert  witness.  And  just  as  a  lan- 
guage interpreter  would  be  employed  by  the  court,  and  his  com- 
pensation made  a  part  of  the  costs  of  the  case,  so  the  scientific 
or  technical  interpreter  should  be  similarly  called  and  paid. 
Unfortunately  this  is  not  the  custom  in  English  speaking  coun- 

*See  also,  chapters  on  this  subject  in  the  first  and  third  of  Wait's  works  named  in 
preface  to  3rd  edition. 


536  COMPLETE    SPECIFICATIONS. 

tries  (as  it  is  in  Germany  and  France),  and  hence  the  English 
"expert"  is  called  and  paid  by  one  of  the  parties.  This  usually 
necessitates  the  calling  of  other  "experts"  by  the  other  side,  and 
we  see  the  awkward  spectacle  of  two  sets  of  interpreters  ex- 
plaining the  meaning  of  the  same  set  of  facts  in  different  ways. 
Much  of  this  disagreement  is  natural  and  inevitable,  by  the 
most  honest  men,  as  witness  the  very  common  disagreement 
among  the  members  of  the  same  supreme  bench,  state  or 
national,  all  being  presumably  equally  competent,  and  all  hav- 
ing heard  identically  the  same  testimony.  Such  disagreement 
is  common  also  in  all  the  affairs  of  life,  between  men  who  would 
appear  to  be  equally  competent  to  draw  true  conclusions  from 
the  given  evidence.  In  nearly  all  cases  submitted  to  experts  in 
law  courts,  there  is  considerable  latitude  for  the  exercise  of  the 
judgment,  and  one's  testimony  is  likely  to  be  largely  influenced 
by  one's  previous  experience  in  such  matters.  The  mere  fact, 
therefore,  that  experts  introduced  on  opposing  sides  in  the  trial 
of  cases,  should  differ  in  their  conclusions,  is  not  necessarily  an 
evidence  of  bias,  or  of  incompetence,  or  of  dishonesty.  In  fact 
they  have  come  to  the  subject  through  consultation  with  the 
respective  attorneys,  and  these  have  necessarily  seen  the  prob- 
lem from  opposite  points  of  view.  Very  naturally,  therefore, 
the  experts  have  been  led  to  see  the  facts  in  different  relations, 
and  on  the  stand  they  may  not  easily  free  their  minds  from 
these  preconceptions,  however  honestly  they  are  disposed. 

An  Expert  Counsel  is  one  who  has  scientific  or  technical 
attainments  in  the  field  in  question  and  who  is  called  in  to  aid 
the  attorneys  in  the  case  with  his  specialized  knowledge.  Such 
a  person  stands  towards  his  principal  in  the  relation  of  an  attor- 
ney, or  advocate,  the  same  as  the  legal  counsel,  and  is  of  neces- 
sity a  partisan.  He  is  employed  to  make  the  most  possible  out 
of  his  employer's  case,  and  it  is  as  legitimate  a  position  for  him 
to  take  as  it  is  for  the  lawyer.  In  England  the  greatest  Civil 
Engineers  have  long  acted  in  this  capacity  in  parliamentary 
legislation,  a  kind  of  professional  business  almost  unknown  in 
the  United  States. 

A  very  large  field  for  this  sort  of  practice  for  engineers  is 
the  growing  one  of  patent  litigation.  Here  engineers  and  other 
kinds  of  scientific  and  practical  men  become  a  necessity  to 
patent  lawyers,  who  cannot  be  fully  informed  in  all  the  subjects 
which  come  before  them. 

In  general,  an  expert  counsel  should  not  be  put  upon  the 
witness  stand  in  a  court  trial.  He  has  deliberately  accepted 
the  position  of  a  partisan,  and  he  cannot  afford  to  appear  at 
once  as  an  advocate  and  as  a  disinterested  interpreter  of  as- 
sumed facts.  If  he  undertakes  the  task  of  an  advocate,  he 
should  refrain  from  acting  also  as  an  unbiased  interpreter. 


THE  ENGINEEB  AS  AN  EXPEBT  WITNESS.  537 

The  Combined  Expert  Counsel  and  Witness.  When  the 
expert  acts  either  as  witness  or  as  counsel,  his  duties  are  clear. 
It  is  when  he  undertakes  to  combine  the  two  functions  that  he 
gets  into  trouble,  and  brings  odium  upon  his  profession.  The 
problem  is  not  free  from  inherent  difficulties.  The  expert  wit- 
ness must  of  necessity  confer  with  his  attorneys  in  advance  in 
order  to  properly  prepare  himself  for  his  duties,  and  he  must 
also,  in  justice  to  himself  and  to  his  attorneys,  come  to  a  clear 
understanding  with  them  as  to  the  conduct  of  the  case.  This 
often  necessitates  a  considerable  coaching  of  the  attorneys  by 
the  expert  witness,  in  order  that  they  may  come  to  understand 
the  principles  involved  sufficiently  to  bring  out  the  significant 
facts  in  the  examination  of  the  witnesses  of  fact,  as  well  as  in 
the  examination  of  the  expert  witness  who  is  a  witness  of  opin- 
ion, based  on  the  facts  which  have  been  developed.  But  this 
counseling  with,  and  coaching  of,  the  attorneys  on  one  side  of 
the  case  is  pretty  sure  to  develop  the  expert  witness  into  a  par- 
tisan himself,  and  he  goes  upon  the  stand  thoroughly  biased 
towards  the  interest  of  his  principal,  which  he  has  been  uncon- 
sciously studying. 

Probably  the  only  wise  solution  of  this  complicated  prob- 
lem, so  long  as  the  experts  are  employed  by  the  principals,  is  for 
the  expert  to  first  thoroughly  satisfy  himself,  if  possible,  by  a 
study  of  both  sides  of  the  case,  on  which  side  truth  and  justice 
lie,  and  then  to  accept  service  on  that  side,  and  do  all  he  can  to 
win  out.  This,  however,  it  is  often  impossible  to  do.  He 
would  have  to  determine  in  advance  the  very  question  which 
the  suit  is  intended  to  establish.  The  whole  problem  is  fraught 
with  difficulties,  and  will  continue  to  be,  until  the  expert  wit- 
nesses are  appointed  by  the  court  and  their  compensation  made 
a  part  of  the  costs  of  the  suit.  The  parties  could  still  engage 
their  expert  counsels,  and  these  would  take  and  consistently 
hold  the  attitude  of  advocates,  and  would  not  go  on  the  witness 
stand.  Our  whole  trouble  now  arises  from  the  expert  being 
forced,  in  justice  to  himself,  to  become  both  a  counselor  and  a 
witness,  two  positions  which  are  radically  opposed  to  each 
other. 

REQUISITE    QUALIFICATIONS. 

The  expert  witness  sets  himself  up  as  an  instructor  of 
judge  and  jury  upon  the  particular  questions  involved.  A 
given  case  may  require  the  services  of  many  kinds  of  experts. 
Any  person  may  be  considered  an  "expert"  in  those  matters 
with  which  he  has  an  intimate  personal  acquaintance,  and  -whicH 
are  outside  the  range  of  the  common  knowledge  of  the  average 
intelligent  citizen.  Thus  a  lumberman,  however  limited  in  his 
general  education,  may  be  an  expert  concerning  the  dangers  in- 


538  COMPLETE   SPECIFICATIONS. 

volved  in  felling  trees,  hauling  and  rafting  logs,  and  the  like, 
this  sort  of  knowledge  not  being  common  to  the  ordinary  citizen 
who  lives  apart  from  such  industries.  Such  a  person  would  be 
allowed  to  express  an  opinion  in  court  on  a  stated  hypothetical 
case  involving  these  matters,  while  the  most  highly  trained  Civil 
Engineer,  without  this  practical  knowledge,  would  probably  not 
be  able  to  qualify  as  an  expert  witness  in  such  a  case.  He  might 
reason  that  his  theoretical  scientific  knowledge  would  enable  him 
to  form  a  reliable  opinion  in  these  matters,  but  probably  no  court 
would  admit  it. 

Unless  one  can  feel  great  assurance  that  the  "opinions"  he 
ivill  express  have  substantially  the  weight  of  "facts"  he  should 
not  offer  himself  as  an  expert  witness.  A  feeling  that  his  opin- 
ions are  highly  probable  merely  should  not  embolden  him  to 
offer  them,  except  as  mere  probabilities.  If  his  opinions  have, 
in  his  mind,  the  weight  of  facts,  he  should  be  able  to  give  good 
reasons  therefor,  and  he  should  fully  prepare  himself  to  do  so. 
He  should  not  rely  merely  on  theoretical  considerations  if  it  is 
possible  to  obtain  demonstrated  facts,  and  these  facts  should 
have  come  within  the  range  of  his  own  experience. 

RESPONSIBILITIES  ASSUMED. 

An  expert  witness  assumes  very  grave  responsibilities.  If 
he  proves  unworthy,  either  through  incompetence,  or  evident 
bias,  or  confusion,  or  self-contradiction,  or  by  being  shown  by 
the  opposing  side  to  be  clearly  in  the  wrong,  he  not  only  brings 
chagrin  and  loss  of  reputation  upon  himself,  but  he  fatally  in- 
jures the  cause  he  has  tried  to  help,  and  he  has  brought  reproach 
upon  his  entire  profession.  It  is  not  a  very  comfortable  busi- 
ness at  best,  and  unless  one  feels  that  he  is  clearly  master  of  the 
situation  he  should  not  accept  service  in  this  capacity. 

EXPERT   WITNESSES   IN    BAD   ODOR. 

No  good  lawyer  will  employ  an  expert  witness  if  he  can 
avoid  it.  He  more  often  employs  expert  counsel.  He  well 
knows  that  courts  and  juries  are  always  suspicious  of  the  so- 
called  "experts,"  and  are  prejudiced  against  them.  For  this 
reason  the  expert  witness  should  spare  no  pains  to  secure  the 
good  opinion  of  both  court  and  jury  from  the  moment  he 
takes  the  stand.  He  should  assume  and  maintain  a  calm,  judi- 
cial disinterested  attitude ;  he  should  answer  with  great  delibera- 
tion and  caution;  should  not  allow  himself  to  get  excited  _or  con- 
fused; and  he  should  never  resent  a  provoking  attitude  and 
manner  of  the  opposing  counsel  on  the  cross-examination.  His 
own  counsel  should  protect  him  from  outrageous  treatment,  but 
if  he  does  not  the  witness  may  calmly  appeal  to  the  judge  for 
such  protection.  The  witness  should  not  try  to  conceal  his 


THE  ENGINEEB  AS  AN  EXPERT  WITNESS.  539 

business  relations  to  his  principal,  but  take  and  hold  with  dig- 
nity the  position  of  one  who  though  engaged  by  one  of  the  par- 
ties to  the  suit,  is  competent  to  assist  the  judge  and  jury  to 
arrive  at  a  just  verdict  in  the  case  on  trial,  and  he  should  indi- 
cate by  his  manner  that  this  is  what  he  is  there  for.  His  an- 
swers should  be  addressed  to  the  jury,  looking  them  in  the  face, 
and  his  explanations  should  be  made  to  them  as  though  he  was 
instructing  them  and  wished  them  to  get  a  clear  conception  of 
his  meaning.  This  always  requires  the  use  of  common  instead 
of  technical  words,  and  he  should  judge  by  their  countenances, 
if  possible,  whether  or  not  they  understand  him.  A  competent 
expert  witness  becomes  in  this  way  part  of  the  judicial  force  in 
the  case,  putting  himself  with  the  judge  and  jury,  rather  than 
with  either  of  the  parties  to  the  suit.  In  this  way  both  judge 
and  jury  are  won  over  to  see  the  problem  from  his  point  of 
view,  and  his  evidence  will  have  great  weight  in  determining 
the  case. 

THE  OPPOSING   EXPERTS. 

The  expert  witness  must  always  anticipate  meeting  with 
experts  on  the  other  side  of  the  case,  and  he  should  anticipate 
all  that  they  are  likely  to  testify  to,  and  shape  his  testimony  so 
as  to  meet  these  arguments.  He  may  not  be  recalled  to  answer 
such  opposing  statements,  although  it  is  very  common  to  put 
the  expert  witness  on  again  in  rebuttal,  after  he  has  heard  the 
testimony  of  the  opposing  witnesses.  If  the  experts  on  each 
side  are  both  competent  and  honest  they  need  not  fear  any  ser- 
ious disagreement. 

DUTIES  OF  THE  EXPERT  WITNESS  TO  HIS  PRINCIPAL. 

Since  the  expert  witness  is  engaged  by  one  of  the  parties, 
and  is  presumably  well  paid  for  his  time,  he  can  afford  to  fully 
prepare  himself  for  his  task,  and  this  he  should  do  the  same  as 
he  would  for  any  other  professional  service.  He  will  not  be 
allowed  to  use  books  or  records  on  the  stand,  except  "to  refresh 
his  memory,"  and  to  express  what  he  also  knows  of  his  own 
knowledge,  though  this  knowledge  (as  of  mathematics,  etc..) 
may  have  been  originally  gained  from  books.  He  may,  how- 
ever, take  questions  under  advisement  and  agree  to  answer  them 
at  the  next  session.  This  privilege  should  be  embraced  when- 
ever the  witness  cannot  answer  off-hand  or  by  a  short  compu- 
tation. Books  may  be  used,  also,  for  authority  for  the  generally 
accepted  truths  of  science,  if  the  particular  author  is  regarded 
as  standard.  They  may  be  used  also  in  support  of  what  the 
witness  claims  to  know  by  experience  or  practice.  This,  and 
all  such  questions,  are  however,  for  the  court  to  determine  and 
the  particular  circumstances  would  govern.  Only  memoranda 
taken  by  the  witness  himself,  and  at  or  near  the  time  of  the 
xrcurrence,  can  be  introd  as  evidence,  or  used  to  refresh 


540  COMPLETE   SPECIFICATIONS. 

the  memory,  and  then  the  witness  must  be  ready  to  swear  to 
the  correctness  of  the  record.  Statements  may  not  be  read 
from  books  to  the  witness  by  his  counsel  for  his  approval  or 
denial,  but  statements  made  by  the  witness  on  a  former  trial 
may  be  so  read  to  him. 

The  expert  witness  should  reinforce  his  testimony  with 
maps,  charts,  models,  photographs,  and  the  like  if  by  so  doing 
he  can  make  more  clear  his  views  of  the  case.  Photographs 
are  often  an  invaluable  aid  in  court  trials.  The  camera  tells 
no  lies,  and  it  is  a  cheap  and  perfect  kind  of  evidence  whenever 
it  will  serve  a  purpose.  All  such  aids  should  have  been  made 
by  the  witness  or  under  his  direction,  so  that  he  can  swear  to 
their  correctness. 

DUTIES  OF  AN  EXPERT  TO  HIS  ATTORNEY. 

The  expert  witness  should  see  to  it  that  his  attorney  obtains 
in  advance  a  clear  comprehension  of  his  view  of  the  case,  so 
that  he  may  bring  out  by  proper  questions  the  essential  'facts 
and  opinions.  This  will  often  require  considerable  coaching  of 
the  attorney  by  the  witness,  even  when  he  is  trying  to  act  as  a 
purely  disinterested  party,  and  in  a  judicial  capacity. 

DUTIES    OF   THE    EXPERT    WITNESS   TO    HIMSELF. 

In  this  business  the  expert  witness  owes  his  highest  duty 
to  himself  and  to  his  profession.  Here  is  where  he  is  most 
likely  to  fall  short.  He  must  try  to  see  both  sides  of  the  case, 
and  not  to  overstate  the  truth  as  he  sees  it,  which  is  usually 
only  another  name  for  the  highest  probability.  Neither  should 
he  state  probabilities  as  absolute  truths.  Moderation  of  state- 
ment will  usually  have  greater  weight  with  both  judge  and 
jury  than  more  absolute  and  dogmatic  statements.  What  the 
jury  finally  arrive  at  is  at  best  only  a  high  probability,  and  this 
is  all  they  are  looking  for.  The  witness'  duty  to  himself,  there- 
fore, may  be  summed  up  in  a  thorough  preparation  for  the 
case  and  in  moderation  of  statement  when  on  the  stand. 

COMPENSATION. 

Because  of  the  great  responsibilities  one  assumes  in  becom- 
ing an  expert  witness  he  should  be  well  paid.  If  he  is  com- 
petent to  serve  as  an  expert  witness  in  a  scientific  way,  his  time 
is  valuable. 

All  the  time  required  in  preparation  should  be  charged  up, 
in  addition  to  the  time  spent  on  the  trial.  It  is  customary  to 
charge  a  retaining  fee,  the  size  of  which  would  be  in  proportion 
to  the  importance  of  the  interests  involved,  and  a  per  diem  for 
all  time  spent  on  the  case,  and  expenses  for  attendance  at  court, 
and  for  any  diagrams,  models,  etc.,  which  had  been  prepared. 
A  definite  agreement  on  these  matters  should  be  entered  into  in 
advance,  and  the  retaining  fee  is  commonly  paid  in  advance. 


APPENDIX   D.» 

STANDARD    SPECIFICATIONS   FOR  STEEL    AND 
WROUGHT  IRON 

PROPOSED   BY  THE  AMERICAN  SECTION  OF  THE   INTERNATIONAL 
ASSOCIATION  FOR  TESTING  MATERIALS. 

I.  STRUCTURAL  STEEL   FOR  BRIDGES  AND  SHIPS. 

PROCESS   OF  MANUFACTURE. 

1.  Steel  shall  be  made  by  the  open-hearth  process. 

CHEMICAL  PROPERTIES. 

2.  Each  of  the  three  classes  of  structural  steel  for  bridges  and  ships  shall  con- 
form to  the  following  limits  in  chemical  composition  : 

Steel  made  by  Steel  made  by 

the  acid  process.          the  basic  process. 

Per  cent.  Per  cent. 

Phosphorus  shall  not  exceed 0.08  0.06 

Sulphur  shall  not  exceed 0.06  0.06 

PHYSICAL  PROPERTIES. 

3.  Classes. — There  shall  be   three   classes  of  structural   steel  for  bridges  and 
ships,  namely:  RIVET-STEEL,  SOFT  STEEL,  and  MEDIUM  STEEL,  which  shall  conform  to 
the  following  physical  qualities  : 

4.  Tensile  Tests.— 

Rivet-steel.  Soft  Steel.  Medium  Steel. 

Tensile   strength,  -  pounds  per 

square  inch 50,000  to  60,000        52,000  to  62,000        60,000  to  70,000 

Yield  point,     in     pounds    per 

square  inch,  shall   not  be 

less  than 1/2  T.  S.  1/2  T.  S.  1/2  T.  S. 

Elongation  per   cent   in    eight 

inches   shall    not    be   less 

than 26  25  22 

5.  Modifications  in  Elongation  for  Thin  and  Thick  Material. — For  material 
less  than  five-sixteenths  inch  (5/16"),  and   more  than  three-fourths  inch  (3/4")  in 
thickness,  the  following  modifications  shall  be  made  in  the  requirements  for  elon- 
gation : 

(a)  For  each  increase  of  one-eighth  inch  (1/8")  in  thickness  above  three-fourths 
inch  (3/4"),  a  deduction  of  one  per  cent  (\%)  shall  be  made  from  the  specified  elon- 
gation. 

(6)  For  each  decrease  of  one-sixteenth  inch  (1/16")  in  thickness  below  five-six- 
teenths inch  (5/16"),  a  deduction  of  two  and  one-half  per  cent  (2^)  shall  be  made 
from  the  specified  elongation. 

(c)  For  pins  made  from  any  of  the  three  classes  of  steel,  the  required  elongation 
shall  be  five  per  cent  (5%)  less  than  that  specified  in  paragraph  No.  4,  as  determined 
on  a  test  specimen,  the  centre  of  which  shall  be  one  (1")  from  the  surface. 

6.  Tensile  Tests  of  Eyebars. — Eyebars  shall  be  of  medium  steel.    Full-sized 
tests  shall  show  12|  per  cent  elongation  in  fifteen  feet  of  the  body  of  the  eyebar, 
and  the  tensile  strength  shall  not  be  less  than  55,000  pounds  per  square  inch.    Eye- 

•This  appendix  reprinted  from  the  author's  MtttrimU  if  Construction. 


542 


APPENDIX. 


bars  shall  be  required  to  break  in  the  body,  but  should  an  eyebar  break  in  the  head, 
and  show  twelve  and  one-half  per  cent  (12ffl  elongation  in  fifteen  feet  and  the 
tensile  strength  specified,  it  shall  not  be  cause  for  rejection,  provided  that  not  more 
than  one-third  (1/3)  of  the  total  number  of  eyebars  tested  break  in  the  head. 

7.  Bending  Tests. — The  three  classes  of  structural  steel  for  bridges   and  ships 
shall  conform  to  the  following  bending  tests  ;  and  for  this  purpose  the  test  specimen 
shall  be  one  and  one-half  inches  wide,  if  possible,  and  for  all  material  three-fourths 
inch  (3/4")  or  less  in  thickness  the  test  specimen  shall  be  of  the  same  thickness  as 
that  of  the  finished  material  from  which  it  is  cut,  but  for  material  more  than  three- 
fourths  inch  (3/4")  thick  the  bending-test  specimen  may  be   one-half  inch  (1/2") 
thick. 

Rivet-rounds  shall  be  tested  of  full  size  as  rolled. 

(d)  Rivet-steel  shall  bend  cold  180°  flat  on  itself  without  fracture  on  the  outside 
df  the  bent  portion. 

(e)  Soft  steel  shall  bend  cold  180°  flat  on  itself  without  fracture  on  the  outside  of 
the  bent  portion. 

(/"»  Medium  steel  shall  bend  cold  180°  around  a  diameter  equal  to  the  thickness 
of  the  specimen  tested,  without  fracture  on  the  outside  of  the  bent  portion. 

TEST   PIECES   AND   METHODS   OF   TESTING. 

8.  Test  Specimen  for  Tensile  Test. — The  standard  test  specimen  of  eight-inch 
(8")  gauged  length,  shall  be  used  to  determine  the  physical  properties  specified  in 


L.3 

./ 

PARALLEL  SECTION      »'/              «*> 

H 

76.20  mm 

ABOUT 

NOT  LESS  THAN          "                 *"" 

x38.10  mm 

_^^" 

s 

3 

•       •»• 

x 

M-- 

> 

mm-^ 

\_ 

^_-|//> 

-1- 

-25.40  mm                            25 

~^->^ 

12.70 

, 

407mm  to  76.20  mm 

rad. 

ABOUT 

FIG.  G38.— STANDARD  FORM  OF  TENSION-TEST  SPECIMEN. 

paragraphs  No.  4  and  5.    The  standard  shape  of  the  test  specimen  for  sheared  plates 
shall  be  as  shown  in  Fig.  G38. 

LONG   FORM   OF   STANDARD   TENSION-TEST   SPECIMEN. 

For  other  material  the  test  specimen  may  bo  the  same  as  for  sheared  plates,  or  it- 
may  be  planed  or  turned  parallel  throughout  its  entire  length,  and,  in  all  cases 
where  possible,  two  opposite  sides  of  the  test  specimens  shall  be  the  rolled  surfaces. 
Rivet-rounds  and  small  rolled  bars  shall  be  tested  of  full  size  as  rolled. 

9.  Number  of  Tensile  Tests. — One  tensile-test  specimen  shall  be  taken  from  the 
finished  material  of  each  melt ;  but  in  case  this  develops  flaws,  or  breaks  outside  of 
the  middle  third  of  its  gauged  length,  it  may  be  discarded  and  another  test  speci- 
men substituted  therefor. 

10.  Test  Specimens  for  Bending.— One  test  specimen  for  bending  shall  be  taken 
from  the  finished  material  of  each  melt  as  it  comes  from  the  rolls,  and  for  material 
three-fourths  inch  (3/4")  and  less  in  thickness  this  specimen  shall  have  the  natural 
rolled  surface  on  two  opposite  sides.     The  bending-test  specimen  shall  be  one  and 
one-half  inches  (1^")  wide,  if  possible,   and   for  material  more  than  three-fourths 
inch  (3/4")    thick  the   bending-test  specimen   may  be  one-half  inch  (1/3")  thick. 
The  sheared  edges  of  bending-test  specimens  may  be  milled  or  planed. 

(g)  The  bending  test  may  be  made  by  pressure  or  by  blows. 

"!..  Annealed  Test  Specimens, — Material  which  is  to  be  used  without  annealing 


SPECIFICATIONS  FOR  STEEL  AND  WROUGHT  IRON. 

or  further  treatment  shall  be  tested  for  tensile  strength  in  the  condition  in  which  it 
comes  from  the  rolls.  Where  it  is  impracticable  to  secure  a  test  specimen  from 
material  which  has  been  annealed  or  otherwise  treated,  a  full-sized  section  of  tensile- 
test  specimen  length  shall  be  similarly  treated  before  cutting  the  tensile-test  speci- 
men therefrom. 

12.  Yield-point. — For  the  purpose  of  this  specification,  the  yield-point  shall  be 
determined  by  the  careful  observation  of  the  drop  of  the  beam  or  halt  in  the  gau^o 
of  the  testing  machine. 

13.  Sample  for  Chemical  Analysis. — In  order  to  determine  if  the  material  con- 
forms to  the  chemical  limitations  prescribed  in  paragraph  No.  2  herein,  analysis 
shall  be  made  of  drillings  taken  from  a  small  test  ingot. 

VARIATION    IN   WEIGHT. 

14.  The  variation  in  cross-section  or  weight  of  more  than  2£  per  cent  from  thaf. 
specified  will  be  sufficient  cause  for  rejection,  except  in  the  case  of  sheared  plates, 
•which  will  be  covered  by  the  following  permissible  variations: 

(/O  Plates  12£  pounds  per  square  foot  or  heavier,  up  to  100  inches  wide,  when 
ordered  to  weight,  shall  not  average  more  than  2£  per  cent  variation  above  or  2£ 
per  cent  below  the  theoretical  weight.  When  100  inches  wide  and  over,  5  per  cent 
above  or  5  per  cent  below  the  theoretical  weight. 

(*)  Plates  under  12|  pounds  per  square  foot,  when  ordered  to  weight,  shall  not 
average  a  greater  variation  than  the  following: 

Up  to  75  inches  wide,  2^  per  cent  above  or  2|  per  cent  below  the  theoretical 
weight.  75  inches  wide  up  to"  100  inches  wide,  5  per  cent  above  or  3  per  cent  below 
the  theoretical  weight.  When  100  inches  wide  and  over,  10  per  cent  above  or  3  per 
cent  below  the  theoretical  weight. 

********** 

(J)  For  all  plates  ordered  to  gauge  there  will  be  permitted  an  average  excess  of 
weight  over  that  corresponding  to  the  dimensions  on  the  order  equal  in  amount  to 
that  specified  in  the  following  table: 

TABLE   OF   ALLOWANCES   FOR   OVERWEIGHT    FOR   RECTANGULAR   PLATES   WHEN 
ORDERED   TO  GAUGE. 

Plates  will  be  considered  up  to  gauge  if  measuring  not  over  1/100  inch  less  than  the 
ordered  gauge. 

The  weight  of  1  cubic  inch  of  rolled  steel  is  assumed  to  be  0.2833  pound. 

Plates  1/4  inch  and  over  in  thickness. 
Width  of  Plate. 


Thickness  of  Plate.        Up  to  75  inches.        75  to  100  inches.        Over  100  inches. 
Inch.  Per  cent.  Per  cent.  Per  cent. 

1/4  10                          14                           18 

5/16  8                          12                           16 

3/8  7                          10                           13 

7/16  6                           8                          10 

1/2  579 

9/16  41                         61                         81 

5/8  468 

Over  5/8  31                         5                           61 

Plates  under  1/4  inch  in  thickness. 
Width  of  Plate. 


Thickness  of  Plate.             Up  to  50  inches.  50  inches  and  above. 

Inch.                                   Per  cent.  Per  cent. 

1/8    up  to  5/32                       10  15 

5/32      "    3/16                         81  121 

3/16      "     1/4                           7  10 

FINISH. 

15.  Finished  material  must  be  free  from  injurious  seams,  flaws  or  cracks  and 
have  a  workmanlike  finish. 


544  APPENDIX. 


BRANDING. 


16.  Every  finished  piece  of  steel  shall  be  stamped  with  the  melt  number,  an^ 
steel  for  pins  shall  have  the  melt  number  stamped  on  the  ends.     Rivets  and  lacing- 
steel,  and  small  pieces  for  pin-plates  and  stiffeners,  may  be  shipped  in  bundles 
securely  wired  together,  with  the  melt  number  on  a  metal  tag  attached. 

INSPECTION. 

17.  The  inspector  representing  the  purchaser  shall  have  all  reasonable  facilities 
afforded  to  him  by  the  manufacturer  to  satisfy  him  that  the  finished  material  is 
furnished  in  accordance  with  these  specifications.     All  tests  and  inspections  shall  be 
made  at  the  place  of  manufacture,  prior  to  shipment. 

II.     STRUCTURAL    STEEL   FOR   BUILDINGS. 

PROCESS    OF   MANUFACTURE. 

1.  Steel  may  be  made  by  either  the  open-hearth  or  Bessemer  process. 

CHEMICAL   PROPERTIES. 

2.  Each  of  the  two  classes  of  structural  steel  for  buildings  shall  not  contain  more 
than  0.1  per  cent  of  phosphorus. 

PHYSICAL   PROPERTIES. 

3.  Classes. — There  shall  be  two  classes  of  structural  steel  for  buildings,  namely, 
RIVET-STEEL  and  MEDIUM  STEEL,  which  shall   conform   to  the   following  physical 
qualities: 

4.  Tensile  Tests.— 

Rivet-steel.  Medium  Steel. 

Tensile  strength,  pounds  per  square  inch 50,000  to  60,000  60,000  to  70,000 

Yield-point,  in  pounds  per  square  inch,  shall  not  be 

less  than 1/2  T.  S.  1/2  T.  S. 

Elongation,  per  cent,  in  eight  inches  shall  not  be  less 

than 26  22 

5.  Modifications  in  Elongation  for  Thin  and  Thick  Material. — For  material 
less  than  five-sixteenths  inch  (5/16")  and  more  than  three-fourths  inch  (3/4")  in  thick- 
ness the  following  modifications  shall  be  made  in  the  requirements  for  elongation  : 

(a)  For  each  increase  of  one-eighth  inch  (1/8")  in  thickness  above  three- fourths 
inch  (3/4")  a  deduction  of  one  per  cent  (1%)  shall  be  made  from  the  specified 
elongation. 

(6)  For  each  decrease  of  one-sixteenth  inch  (1/16")  in  thickness  below  five- 
sixteenths  inch  (5/16")  a  deduction  of  two  and  one-half  "per  cent  (2|$)  shall  be 
made  from  the  specified  elongation. 

(c)  For  pins  the  required  elongation  shall  be  five  per  cent  (5£)  less   than  that 
specified  in  paragraph  No.  4,  as  determined  on  a  test  specimen  the  centre  of  whick 
shall  be  one  inch  (1")  from  the  surface. 

6.  Bending  Tests. — The  two  classes  of  structural  steel  for  buildings  shall  conform 
to  the  following  bending  tests;  and  for  this  purpose  the  test  specimen  shall  be  one 
and  one-half  inches  (H")  wide,  if  possible,  and  for  all  material  three-fourths  inch 
(3/4")  or  less  in  thickness  the  test  specimen  shall  be  of  the  same  thickness  as  that  of 
the  finished  material  from  which  it  is  cut,  but  for  material  more  than  three- fourths 
inch  (3/4' )  thick  the  bending  test  specimen  may  be  one-half  inch  (1/2")  thick: 

Rivet-rounds  shall  be  tested  of  full  size  as  rolled. 

(d)  Rivet-steel  shall  bend  cold  180°  flat  on  itself  without  fracture  on  the  outside 
of  the  bent  portion. 

(e)  Medium  steel  shall  bend  cold  180°  around  a  diameter  equal  to  the  thickness 
of  the  specimen  tested,  without  fracture  on  the  outside  of  the  bent  portion. 

TEST  PIECES  AND   METHODS  OF  TESTING. 

7.  Test  Specimen  for  Tensile  Test. — The  standard  test  specimen  of  eight-inch 
(8")  gauged  length  shall  be  u^ed  to  determine  the  physical  properties  specified  in 


SPECIFICATIONS  FOE  STEEL  AND  WROUGHT  IRON.  54.5, 

paragraphs  Nos.  4  and  5.     The  standard  shape  of  the  sheared  plates  shall  be  as 
shown  in  Fig.  638. 

For  other  material  the  test  specimen  may  be  the  same  as  for  sheared  plates,  or  it 
maybe  planed  or  turned  parallel  throughout  its  entire  length, and  in  all  cases  where 
possible  two  opposite  sides  of  the  test  specimen  shall  be  the  rolled  surfaces.  Rivet- 
rounds  and  small  rolled  bars  shall  be  tested  of  full  size  as  rolled. 

8.  Number  of  Tensile  Tests. — One  tensile-test  specimen  shall  be  taken  from  the 
finished  material  of  each  melt  or  blow,  but  in  case  this  develops  flaws,  or  breaks 
outside  of  the  middle  third  of  its  gauged  length,  it  may  be  discarded  and  another 
test  specimen  substituted  therefor. 

9.  Test  Specimen  for  Bending.— One  test  specimen  for  bending  shall  be  taken  from 
the  finished  material  of  each  melt  or  blow  as  it  comes  from  the  rolls  and  for  material 
three-fourths  inch  (3/4")  and  less  in  thickness  this  specimen  shall  have  the  natural 
rolled  surface  on  two  opposite  sides.    The  bending-test  specimen  shall  be  one  and 
one-half  inches  (IV')   wide,  if  possible,  and  for  material  more  than  three-fourths 
inch  (3/4")  thick  the  bending-test  specimen  may  be  one-half  inch  (!/&")  thick. 
The  sheared  edges  of  bending-test  specimens  may  be  milled  or  planed. 

Rivet-rounds  shall  be  tested  of  full  size  as  rolled. 

(/)  The  bending  test  may  be  made  by  pressure  or  by  blows. 

10.  Annealed-test  Specimens. — Material  which  is  to  be  used  without  annealing 
or  further  treatment  shall  be  tested  for  tensile  strength  in  the  condition  in  which  it 
comes  from  the  rolls.     Where  it  is  impracticable  to  secure  a  test  specimen  from 
material  which  has  been  annealed  or  otherwise  treated,  a  full-sized  section  of  tensile- 
test    specimen   length   shall  be  similarly  treated  before  cutting  the  tensile-test 
specimen  therefrom. 

11.  Yield-point. — For  the   purposes  of  this  specification  the  yield-point  shall 
be  determined  by  the  careful  observation  of  the  drop  of  the  beam  or  halt  in  the 
gauge  of  the  testing  machine. 

12.  Sample  for  Chemical  Analysis. — In  order  to  determine  if  the   material 
conforms  to  the  chemical  limitations  prescribed  in  paragraph  No.  2  herein,  analysis 
shall  be  made  of  drillings  taken  from  a  small  test  ingot. 

VARIATION  IN  WEIGHT. 

13.  The  variation  in  cross-section  or  weight  of  more  than  2£  per  ee*n  from  that 
specified  will  be  sufficient  cause  for  rejection,  except  in  the  case  of  sheared  plates, 
which  will  be  covered  by  the  following  permissible  variations : 

(<7)  Plates  12£  pounds  per  square  foot  or  heavier,  up  to  100  inches  wide,  when 
ordered  to  weight,  shall  not  average  more  than  2£  per  cent  variation  above  or  2£ 
per  cent  below  the  theoretical  weight.  When  100  inches  wide  and  over,  5  per  cent 
above  or  5  per  cent  below  the  theoretical  weight. 

(h)  Plates  under  12£  pounds  per  square  foot,  when  ordered  to  weight,  shall  not 
average  a  greater  variation  than  the  following: 

Up  to  75  inches  wide,  2£  per  cent  above  or  2£  per  cent  below  the  theoretical 
weight.  75  inches  wide  up  to  100  inches  wide,  5  per  cent  above  or  3  per  cent  below 
the  theoretical  weight.  When  100  inches  wide  and  over,  10  per  cent  above  or  3  per 
cent  below  the  theoretical  weight. 

*  *  *  *  **  *  *  *  * 

(t)  For  all  plates  ordered  to  gauge,  there  will  be  permitted  an  average  excess  of 
weight  over  that  corresponding  to  the  dimensions  on  the  order  equal  in  amount  to 
that  specified  in  the  table  on  p.  549. 

FINISH. 

M.  Finished  material  must  be  free  from  injurious  seams,  flaws  or  cracks,  and 
have  a  workmanlike  finish. 

BRANDING. 

15.  Every  finished  piece  of  steel  shall  be  stamped  with  the  melt  or  blow  number, 
except  that  small  pieces  may  be  shipped  in  bundles  securely  wired  together  with  the 
melt  or  Wow  number  on  a  metal  tag  attached. 
35 


546  APPENDIX. 

TABLE   OF   ALLOWANCES    FOR    OVERWEIGHT  FOR  RECTANGULAR  PLATES  WHEN  ORDERED 

TO  GAUGE. 

Plates  will  be  considered  up  to  gauge  if  measuring  not  over  1/100  inch  less  than  the 
ordered  gauge. 

The  weight,  of  1  cubic  inch  of  rolled  steel  is  assumed  to  be  0.2833  pound. 

Plates  1/4  inch  and  over  in  thickness. 
Width  of  Plate. 


Thickness  of  Plate.        Up  to  75  inches.        75  to  100  inches.        Over  100  inches. 
Inch  Per  cent.  Per  cent.  Per  cent. 

1/4  10  14  18 

5/16  8  12  16 

3/8  7  10  13 

7/16  6  8  10 

1/2  579 

9/16  4£  6£  84 

5/8  468 

over  5/8  3^  5  6£ 

Plates  under  1/4  inch  in  thickness. 
Width  of  Plate. 


Thickness  of  Plate.  Up  to  50  inches.  50  inches  and  above. 

Inch.  Percent  Percent. 

1/8    up  to  5/32  30  15 

5/32      "     3/16  8£  12£ 

3/16      "      1/4  7"  10 

INSPECTION. 

16.  The  inspector  representing  the  purchaser  shall  have  all  reasonable  facilities 
afforded  to  him  by  the  manufacturer  to  satisfy  him  that  the  finished  material  is 
furnished  in  accordance  with  these  specifications.  All  tests  and  inspections  shall  be 
made  at  the  place  of  manufacture,  prior  to  shipment. 

m.     OPEN-HEARTH   BOILER-PLATE    AND   RIVET-STEEL. 

PROCESS   OF   MANUFACTURE. 

1.  Steel  shall  be  made  by  the  open-hearth  process. 

CHEMICAL   PROPERTIES. 

2.  There   shall   bo   three    classes   of   open-hearth    boiler-plate   and   rivet-steel; 
namely  :  FLANGE-  or  BOILER-STEEL,  FIRE-BOX   STEEL,  and   EXTRA-SOFT  STEEL,  which 
shall  conform  to  the  following  limits  in  chemical  composition  : 

Flange-  or  Fire-box  Extra-soft 

Boiler-steel.  Steel.  Steel. 

Per  cent.  Per  cent.  Per  cent. 

Phosphorus  shall  not  exceed.,      j  ££  «;<>« 

Sulphur  shall  not  exceed 0.05  0.04  0.04 

Manganese 0.30  to  0.60  0.30  to  0.50  0.30  to  0.50 

3.  Boiler-rivet  Steel. — Steel  for  boiler  rivets  shall  be  of  the  EXTRA-SOFT  class, 
as  specified  in  paragraphs  Nos.  2  and  4. 

PHYSICAL   PROPERTIES. 

4.  Tensile  Tests. — The  three  classes  of  open-hearth  boiler-plate  and  rivet-steel, 
namely,  FLANGE-  or  BOILER-STEEL,  FIRE-BOX  STEEL,  and  EXTRA-SOFT  STEEL,  shall  con- 
form to  the  physical  qualities  : 

Flange-  or  Fire-box  Extra-soft 

Boiler-steel.  Steel.  Steel. 

Tensile   strength,  pounds   per 

square  inch 55,000  to  65,000         52,000  to  62,000         45,000  to  55,000 

Yield-point,     in     pounds     per 
square    inch,    shall   not    be 

less  than 1/2  T.  S.  1/2  T.  g.  1/2  T.  R 

Elongation,  per   cent   in  eight 

inches,  shall  not  be  less  than  25  26  28 


SPECIFICATIONS  FOR  STEEL  AND  WROUGHT  IRON.  547 

5.  Modifications  in  Elongation  for  Thin  and  Thick  Material. — For  material  less 
than  five-sixteenths  inch  (5/16")  and  more  than  three-fourths  inch  (3/4")  the  fol- 
lowing modifications  shall  be  made  in  the  requirements  for  elongation  : 

(a)  For  each  increase  of  one-eighth  inch  (1/8"),  in  thickness  above  three-fourths 
inch  (3/4"),  a  deduction  of  one  per  cent  (\%)  shall  be  made  from  the  specified  elon- 
gation. 

(6)  For  each  decrease  of  one-sixteenth  inch  (1/16"),  in  thickness  below  five- 
sixteenths  inch  (5/16"),  a  deduction  of  two  and  one-half  per  cent  (2^)  shall  be 
/uade  from  the  specified  elongation. 

6.  Bending  Tests. — The  three  classes  of  open-hearth  boiler-plate  and  rivet-steel 
shall  conform  to  the  following  tests,  and  for  this  purpose  the  test  specimen  shall 
be   one  and  one-half   inches  (H")  wide,   if  possible,  and  for  all  material  three- 
fourths  inch  (3/4")  or  less  in  thickness  the  test  specimen  shall  be  of  the  same  thick- 
ness as  that  of  the  finished  material  from  which  it  is  cut ;  but  for  material  more 
than  three-fourths  inch  (3/4")  thick,  the  bending-test  specimen  may  be  one-half 
inch  (1/2")  thick. 

Rivet-rounds  shall  be  tested  of  full  size  as  rolled. 

(c)  Test  specimens  cut  from  the  rolled  material,  as  specified  above,  shall  be  sub- 
jected to  a  cold-bending  test,  and  also  to  a  quenched-bending  test.     The  cold-bend- 
ing test  shall  be  made  on  the  material  in  the  condition  in  which  it  is  to  be  used,  and 
prior  to  the  quenched-bending  test  the  specimen  shall  be  heated  to  a  light  cherry- 
red,  as  seen  in  the  dark  and  quenched  in  water,  the  temperature  of  which  is  between 
80°  and  90°  Fahrenheit, 

(d)  Flange-  or  boiler-steel,  fire-box  steel  and  rivet-steel,  both  before  and  after 
quenching,  shall  bend  cold  one  hundred  and  eighty  degrees  (180°)  flat  on  itself  with- 
out fracture  on  the  outside  of  the  bent  portion. 

7.  Homogeneity  Tests.— For  fire-box  steel  a  sample  taken  from  a  broken  tensile- 
test  specimen  shall  not  show  any  single  seam  or  cavity  more  than  one-fourth  inch 
(1/4")  long  in  either  of  three  fractures  obtained  on  the  test  for  homogeneity,  as 
described  below  in  paragraph  12. 

TESTS   PIECES   AND   METHODS   OF  TESTING. 

8.  Teet  Specimen  for  Tensile  Test. — The  standard  test  specimen  of  eight-inch 
(8"),  gauged  length,  shall  be  used  to  determine  the  physical  properties  specified  in 
paragraphs  Nos.  4  and  5.   The  standard  shape  of  the  test  specimen  for  sheared  plates 
shall  be  as  shown  in  Fig.  638. 

For  other  material  the  test  specimen  may  be  the  same  as  for  sheared  plates,  or  it 
may  be  planed  or  turned  parallel  throughout  its  entire  length,  and  in  all  cases 
where  possible  two  opposite  sides  of  the  test  specimens  shall  be  the  rolled  surfaces. 
Rivet-rounds  and  small  rolled  bars  shall  be  tested  of  full  size  as  rolled. 

9.  Number  of  Tensile  Tests. — One  tensile-test  specimen  shall  be  furnished  from 
each  plate  as  it  is  rolled,  and  two  tensile-test  specimens  will  be  furnished  from  each 
melt  of  rivet-rounds.     In-  case  any  one  of  these  develops  flaws  or  breaks  outside  of 
the  middle  third  of  its  gauged  length,  it  may  be  discarded  and  another  test  speci- 
men substituted  therefor. 

10.  Tee''  Specimens  for  Bending. — For  material  three-fourths  inch  (3/4 ')  or  less 
in  thickness,  the  bending-test  specimen  shall  have  the  natural  rolled  surface  on  two 
opposite  sides.     The  bending-test  specimens  cut  from  plates  shall  be  one  and  one- 
half  inches  (1|")  wide,  and  for  material  more  than  three-fourths  inch  thick  the  bend^ 
ing-test  specimens  may  be  one-half  inch  (1/2")  thick.    The  sheared  edges  of  bending* 
test  specimens  may  be  milled  or  planed.     The   bending-test  specimens  for  rivet-, 
rounds  shall  be  of  full  size  as  rolled.     The  bending  test  may  be  made  by  pressure  or 
by  blows. 

11.  Number  of  Bending  Tests. — One  cold-bending  specimen  and  one  quenched- 
bending  specimen  will  be  furnished  from  each  plate  as  it  is  rolled.     Two  cold-bend- 
ing specimens  and  two  quenched-bending  specimens  will  be  furnished  from  each 
melt  of  rivet-rounds.     The  homogeneity  test  for  fire-box  steel  shall  be  made  on  one 
of  the  broken  tensile  specimens. 

12.  Homogeneity  Tests  for  Fire-box   Steel. — The  homogeneity  test  for  fire- 
box steel  i#  made  as  follows  :  A  portion  of_the  broken  tensile-test  specimen  is  either 


54:8  APPENDIX. 

nicked  with  a  chisel  or  grooved  on  a  machine,  transversely  about  a  sixteenth  of 
an  inch  (1/16")  deep  in  three  places  about  two  inches  (2")  apart.  The  first  groove 
should  be  made  on  one  side,  two  inches  (2")  from  the  square  end  of  the  speci- 
men ;  the  second,  two  inches  (2")  from  it  on  the  opposite  side  ;  and  the  third,  two 
inches  (2")  from  the  last  and  on  the  opposite  side  from  it.  The  test  specimen 
is  then  put  in  a  vise,  with  the  first  groove  about  a  quarter  of  an  inch  (1/4")  above  the 
jaws,  care  being  taken  to  hold  it  firmly.  The  projecting  end  of  the  test  specimen  is 
then  broken  off  by  means  of  a  hammer,  a  number  of  light  blows  being  used,  and 
the  bending  being  away  from  the  groove.  The  specimen  is  broken  at  the  other  two 
grooves  in  the  same  way.  The  object  of  this  treatment  is  to  open  and  render 
visible  to  the  eye  any  seams  due  to  failure  to  weld  up,  or  to  foreign  interposed  mat- 
ter, or  cavities  due  to  gas-bubbles  in  the  ingot.  After  rupture  one  side  of  each 
fracture  is  examined,  a  pocket  lens  being  used  if  necessary,  and  the  length  of  the 
seams  and  cavities  is  determined. 

13.  Yield-point. — For  the  purpose  of  this  specification  the  yield  point  shall  be 
determined  by  the  careful  observation  of  the  drop  of  the  beam  or  halt  in  the  gauge 
of  the  testing  machine. 

14.  Sample  for  Chemical  Analysis. — In  order  to  determine  if  the  material  con- 
forms to  the  chemical  limitations  prescribed  in  paragraph  No.  2  herein,  analysis 
shall  be  made  of  drillings  taken  from  a  small  test  ingot.    An  additional  check  analy- 
sis may  be  made  from  a  tensile  specimen  of  each  melt  used  on  an  order  other  than 
in  locomotive  fire-box  steel.     In  the  case  of  locomotive  fire-box  steel  a  check  analy- 
sis may  be  made  from  the  tensile  specimen  from  each  plate  as  rolled. 

VARIATION   IN  WEIGHT. 

15.  The  variation  in  cross-section  or  weight  of  more  than  2^  per  cent  from  that 
specified  will  be  of  sufficient  cause  for  rejection,  except  in  the   case  of  sheared 
plates,  which  will  be  covered  by  the  following  permissible  variations  : 

(e)  Plates,  12|  pounds  per  square  foot  or  heavier,  up  to  100  inches  wide,  when 
ordered  to  weight,  shall  not  average  more  than  2^  per  cent  variation  above  or  2| 
per  cent  below  the  theoretical  weight.  When  100  inches  wide  and  over,  5  per  cent 
above  or  5  per  cent  below  or  the  theoretical  weight. 

(/)  Plates  under  12|  pounds  per  square  foot,  when  ordered  to  weight,  shall  not 
average  a  greater  variation  than  the  following  : 

Up  to  75  inches  wide,  2|  per  cent  above  or  2^  per  cent  below  the  theoretical 
weight ;  75  inches  wide  up  to  100  inches  wide,  5  per  cent  above  or  3  per  cent  below 
the  theoretical  weight.     When  100  inches  wide  and  over,  10  per  cent  above  or  3  per 
cent  below  the  theoretical  weight. 
*********** 

(g)  For  all  plates  ordered  to  gauge  there  will  be  permitted  an  average  excess  of 
weight  over  that  corresponding  to  the  dimensions  on  the  order  equal  in  amount 
to  that  specified  in  the  following  table  : 

TABLE  OP  ALLOWANCES  FOB,  OVERWEIGHT  FOR  RECTANGULAR  PLATES  WHEN  ORDERED 

TO  GAUGE. 

Plates  will  be  considered  up  to  gauge  if  measuring-  not  over  1/100  inch  less  than  the 
ordered  gauge. 

The  weight  of  1  cubic  inch  of  rolled  steel  is  assumed  to  be  0.2833  pound. 

Plates  1/4  inch  and  over  in  thickness. 
Width  of  Plate. 


Thickness  of  Plate. 

Up  to  75  inches. 

75  to  100  inches. 

Over  100  inches. 

Inch. 

Per  cent. 

Per  cent. 

Per  cent. 

1/4 

10 

14 

18 

5/16 

8 

12 

16 

3/8 

7 

10 

13 

7/16 

6 

8 

-10 

1/2 

5 

7 

9 

9/16 

^ 

6i 

8* 

5/8 

4 

6 

8 

Orer  5/8 

3i 

5 

6* 

SPECIFICATIONS  FOR  STEEL  AND  WROUGHT  IRON.  54.9 


Plate*  under  1/4  inch  in  thickneu. 
Width  of  Plate. 


Thickness  of  Plate.       Up  to  50  inches.        50  inches  and  above. 
Inch.  Per  cent.  Per  cent. 

1/8  up  to  5/32  10  15 

5/33    "     3/16  8£  12£ 

3/1(5    "1/4  7  10 

FINISH. 

16.  All  finished  material  shall  be  free  from  injurious  surface  defects  and  lamina- 
tions, and  must  have  a  workmanlike  finish. 

BRANDING. 

17.  Every  finished  piece  of  steel  shall  be  stamped  with  the  melt  number,  and  each 
plate,  and  the  coupon  or  test  specimen  cut  from  it,  shall  be  stamped  with  a  separate 
identifying  mark  or  number.     Rivet-steel  may  be  shipped  in  bundles,  securely  wired 
together,  with  the  melt  number  on  a  metal  tag  attached. 

INSPECTION. 

18.  The  inspector  representing  the  purchaser  shall  have  all  reasonable  facilities 
afforded  to  him  by  the  manufacturer  to  satisfy  him  that  the  finished  material  is  fur- 
nished  in  accordance  with  the  specifications.     All  tests  and  inspections  shall  be 
made  at  the  place  of  manufacture,  prior  to  shipment. 

IV.     STEEL    RAILS. 
PROCESS    OF    MANUFACTURE. 

1.  (a)  Steel  may  be  made  by  the  Bessemer  or  open-hearth  process. 

(6)  The  entire  process  of  manufacture  and  testing  shall  be  in  accordance  with 
the  best  standard  current  practice,  and  special  care  shall  be  taken  to  conform  to  the 
following  instructions. 

(c)  Ingots  shall  be  kept  in  a  vertical  position  in  pit-heating  furnaces. 

(d)  No  bled  ingots  shall  be  used. 

(e)  Sufficient  material  shall  be  discarded  from  the  top  of  the  ingots  to  insure 
sound  rails. 

CHEMICAL   PROPERTIES. 

2.  Rails  of  the  various  weights  per  yard  specified  below  shall  conform  to  the 
following  limits  in  chemical  composition : 


50  to  59  + 
pounds. 
Per  cent. 

0.35-0.45 

60  to  69  -f 
pounds. 
Per  cent. 

0.38-0-48 

70  to  79  4- 
pounds. 
Per  cent. 

0.40-0.50 

80  to  89  4- 
pounds. 
Per  cent. 

0.43-0.53 

90  to  100 
pounds. 
Per  cent. 

0.45-0.55 

Phosphorus  shall  not  exceed 
Silicon  shall  not  exceed  

0.10 
0.20 

0.10 
0.20 

0.10 
0.20 

0.10 
0.20 

0.10 

0.20 

Manganese 0.70-1.00      0.70-1.00      0.75-1.05      0.80-1.10      0.80-1. 

PHYSICAL    PROPERTIES. 

3.  Drop  Test.  One  drop  test  shall  be  made  on  a  piece  of  rail  not  more  than  sir 
feet  long,  selected  from  every  fifth  blow  of  steel.  The  rail  shall  be  placed  head 
upwards  on  the  supports,  and  the  various  sections  shall  be  subjected  to  the  following 
impact  tests: 

Weight  of  Rail.  Height  of  Drop. 

Pounds  per  yard.  Feet. 

45  to  and  including    55 15 

Morethan55  "  65 16 

65  "  75 17 

75  "  85 18 

««         85  "  100 19 


550  APPENDIX. 

If  any  rail  break  vrhen  subjected  io  the  drop  test,  two  additional  tests  will  be 
made  of  other  rails  from  the  same  blow  of  steel;  and  if  either  of  these  latter  tests 
fail,  all  the  rails  of  the  blow  which  they  represent  will  be  rejected;  but  if  both  of 
these  additional  test  pieces  meet  the  requirements,  all  the  rails  of  the  blow  which 
they  represent  will  be  accepted.  If  the  rails  from  the  tested  blow  shall  be  rejected 
for  failure  to  meet  the  requirements  of  the  drop  test  as  above  specified,  two  other 
rails  will  be  subjected  to  the  same  tests,  one  from  the  blow  next  preceding,  and 
one  from  the  blow  next  succeeding  the  rejected  blow.  In  case  the  first  test 
taken  from  the  preceding  or  succeeding  blow  shall  fail,  two  additional  tests  shall  be 
taken  from  the  same  blow  of  steel,  the  acceptance  or  rejection  of  which  shall  also 
be  determined  as  specified  above,  and  if  the  rails  of  the  preceding  or  succeeding 
blow  shall  be  rejected,  similar  tests  may  be  taken  from  the  previous  or  following 
blows,  as  the  case  may  be,  until  the  entire  group  of  five  blowrs  is  tested,  if  necessary. 

The  acceptance  or  rejection  of  all  the  rails  from  any  blow  will  depend  upon  the 
result  of  the  tests  thereof. 

TEST   PIECES   AND   METHODS   OF   TESTING. 

4.  Drop-testing  Machine. — The   drop-test   machine   shall   have  a  tup  of  two 
thousand  (20000)  pounds  weight,  the  striking  face  of  which  shall  have  a  radius  of  not 
more  than  five  inches  (5"),  and  the  test  rail  shall  be  placed  head  upwards  on  solid 
supports  three  feet  (3')  apart.     The  anvil-block  shall  weigh  at  least  twenty  thousand 
(20,000)  pounds,  ami  the  supports  shall  be  a  part  of,  or  firmly  secured  to,  the  anvil. 
The  report  of  the  drop  test  shall  state  the  atmospheric  temperature  at  the  time  the 
tests  were  made. 

5.  Sample    for    Chemical    Analysis. — The    manufacturer    shall    furnish    the 
inspector,  daily,  with  carbon  determinations  of  each  blow,  and  a  complete  chemical 
analysis  every  twenty-four  hours  representing  the  average  of  the  other  elements 
contained  in  the  steel.     These  analyses  shall  be  made  on   drillings  taken  from  a 
small  test  ingot. 

FINISH. 

6.  Section. — Unless  otherwise  specified,  the  section  of  rail  shall  be  the  American 
Standard,  recommended  by  the  American  Society  of  Civil  Engineers,  and  shall  con- 
form, as  accurately  as  possible,  to  the  templet  furnished  by  the  railroad  company, 
consistent  with  paragraph  No.  7,  relative  to  specified  weight.     A  variation  in  height 
of  one  sixty-fourth  of  an  inch  (1/64")  less  and  one  thirty-second  of  an  inch  (1/32'') 
greater  than  the  specified  height  will  be  permitted.    A  perfect  fit  of  the  splice-bars, 
however,  shall  be  maintained  at  all  times. 

7.  Weight. — The  weight  of  the  rails  shall  be  maintained  as  nearly  as  possible, 
after  complying  with  paragraph  No.  6,  to  that  specified  in  contract.     A  variation  of 
one-half  of  one  per  cent  (1/2$)  for  an  entire  order  will  be  allowed.     Rails  shall  be 
accepted  and  paid  for  according  to  actual  weights. 

8.  Length.— The  standard  length  of  rails  shall  bo  thirty  feet  (30').    Ten  per  cent, 
(10$)  of  the  entire  order  will  be  accepted  in  shorter  lengths,  varying  by  even  feet 
down  to  twenty-four  feet  (24').   A  variation  of  one-fourth  of  an  inch  (1/4' )  ii    ength 
from  that  specified  will  be  allowed. 

9.  Drilling. — Circular  holes  for  splice-bars  shall  be  drilled  in  accordance  with 
the  specifications  of  the   purchaser.     The   holes   shall  accurately  conform   to  the 
drawing  and  dimensions  furnished  in  every  respect,  and  must  be  free  from  burrs. 

10.  Finish. — Rails  shall  be  straightened  while  cold,  smooth  on  head,  sawed  square 
at  ends,  and,  prior  to  shipment,  shall  have  the  burr  occasioned  by  the  saw  cutting 
removed,  and  the  ends  made  clean.     Number  1  rails  shall  be  free  from  injurious 
defects  and  flaws  of  all  kinds. 

BRANDING. 

11.  The  name  of  the  maker,  the  month  and  the  year  of  manufacture,  shall  be 
rolled  in  raised  letters  on  the  side  of  the  web,  and  the  number  of  the  blow  shall  be 
stamped  on  each  rail. 

INSPECTION. 

12.  The  inspector  representing  the  purchaser  shall  have  all  reasonable  facilities 
afforded  to  him  by  the  manufacturer  to  satisfy  him  that  the  finished  material  is 


SPECIFICATIONS  FOR  STEEL  AND  WROUGHT  IRON.  551 

furnished  in  accordance  with  these  specifications.    All  tests  and  inspections  shall  bo 
made  at  the  place  of  manufacture,  prior  to  shipment. 

NO.  2  RAILS. 

13.  Rails  that  possess  any  injurious  physical  defects,  or  which  for  any  other 
cause  are  not  suitable  for  first-quality,  or  number  1  rails,  shall  be  considered  as 
number  2  rails,  provided,  however,  that  rails  which  contain  any  physical  defects 
which  seriously  impair  their  strength  shall  be  rejected.  The  ends  of  all  number  2 
rails  shall  be  painted  in  order  to  distinguish  them. 

V.  STEEL   SPLICE-BARS. 

PROCESS   OF  MANUFACTURE. 

1.  Steel  for  splice-bars  may  be  made  by  the  Bessemer  or  open-hearth  process. 

CHEMICAL  PROPERTIES. 

2.  Steel  for  splice-bars  shall  conform  to  the  following  limits  in  chemical  compo- 
sition : 

Per  cent. 

Carbon  shall  not  exceed 0. 15 

Phosphorus  shall  not  exceed 0.10 

Manganese    0.30  to  0.60 

PHYSICAL  PROPERTIES. 

3.  Tensile  Tests. — Splice-bar  steel  shall  conform  to  the  following  physical  qual- 
ities : 

Ttnsile  strength,  pounds  per  square  inch 54,000  to  64,000 

Yield-point,  pounds  per  square  inch 32,000 

Elongation,  per  cent,  in  eight  inches  shall  not  be  less  than  25 

4.  Bending  Tests. — (a)  A  test  specimen  cut  from  the  head  of  the  splice-bar  shaH 
bend  180°  flat  on  itself  without  fracture  on  the  outside  of  the  bent  portion. 

(6)  If  preferred  the  bending  test  may  be  made  on  an  unpunched  splice-bar,  which, 
if  necessary,  shall  be  first  flattened,  and  shall  then  be  bent  180°  flat  on  itself  without 
fracture  on  the  outside  of  the  bent  portion. 

TEST   PIECES   AND  METHODS  OF   TESTING. 

5.  Test  Specimen  for  Tensile  Test.  — A  test  specimen  of  eight  inches  (8")  gauged 
length,  cut  from  the  head  of  the  splice-bar,  shall  be  used  to  determine  the  physical 
properties  specified  in  paragraph  No.  3. 

6.  Number  of  Tensile  Tests. — One  tensile-test  specimen  shall  be  taken  from  the 
rolled  splice-bars  of  each  blow  or  melt,  but  in  case  this  develops  flaws,  or  breaks 
outside  of  the  middle  third  of  its  gauged  length,  it  may  be  discarded  and  another 
test  specimen  substituted  therefor. 

7.  Test  Specimen  for  Bending. — One  test  specimen  cut  from  the  head  of  the 
splice-bar  shall  be  taken  from  a  rolled  bar  of  each  blow  or  melt,  or  if  preferred  the 
bending  test  may  be  made  on  an  unpunched  splice-bar,  which,  if  necessary,  shall  be 
flattened  before  testing.     The  bending  test  may  be  made  by  pressure  or  by  blows. 

8.  Yield-point.— For  the  purposes  of  this  specification,  the  yield-point  shall  be 
determined  by  the  careful  observation  of  the  drop  of  the  beam  or  halt  in  the  gauge 
of  the  testing  machine. 

9.  Sample  for  Chemical  Analysis. — In  order  to  determine  if  the  material  con- 
forms to  the  chemical  limitations  prescribed  in  paragraph  No.  2  herein,  analysis  shall 
be  made  of  drillings  taken  from  a  small  test  ingot. 

FINISH. 

10.  All  splice-bars  shall  be  smoothly  rolled  and  true  to  templet.     The  bars  shall 
be  sheared  accurately  to  length  and  free  from  fins  aud  cracks,  and  shall  perfectly 
fit   the    rails    for  which  they  are   intended.    The  punching  and  notching     shall 


552  APPENDIX. 

accurately  conform  in  every  respect  to  the  drawing  and  dimensions  furnished.  A 
Tariation'in  weight  of  more  than  2^  per  cent  from  that  specified  will  be  sufficient 
cause  for  rejection. 

BRANDING. 

11.  The  name  of   the  maker  and  the   year  of  manufacture  shall  be  rolled  in 
raised  letters  on  the  side  of  the  splice-bar. 

INSPECTION. 

12.  The  inspector  representing   the  purchaser  shall  have  all  reasonable  facili- 
ties afforded  to  him  by  the  manufacturer,  to  satisfy  him  that  the  finished  material 
is  furnished  in  accordance  with  these  specifications.     All  tests  and  inspections  shall 
be  made  at  the  place  of  manufacture,  prior  to  shipment. 

VI.  STEEL  AXLES. 

PROCESS  OF  MANUFACTURE. 

1.  Steel  for  axles  shall  be  made  by  the  open-hearth  process. 

CHEMICAL   PROPERTIES. 

2.  There  will  be  three  classes  of  steel  axles  which  shall  conform  to  the  following 
limits  in  chemical  composition  : 

Car,  engine-truck,  Driving-wheel  Driving-wheel 

and  tender-truck  axles                            axles. 

axles.  (Carbon  steel.)  (Nickel  steel.) 

Percent.  Per 'cent.                     Percent. 

Phosphorus  shall  not  exceed 0.66  0.06  0.04 

Sulphur          "       "         "      0.06  0.06  0.04 

Nickel  "       "        "      '...  3.75 

PHYSICAL  PROPERTIES. 

3.  Tensile  Tests. — For  car,  engine-truck,  and  tender-truck  axles  no  tensile  test 
shall  be  required. 

4.  The  minimum  physical  qualities  required  in  the  two  classes  of  driving-wheel 
axles  shall  be  as  follows  : 

Driving-wheel  Driving-wheel 

axles.  axles. 

(Carbon  Steel.)          (Nickel  Steel.) 

Tensile  strength,  pounds  per  square  inch 80,000  80,000 

Yield-point,  pounds  per  square  inch 40,000  50,000 

Elongation,  per  cent,  in  two  inches , . .            18  25 

Contraction  of  area,  per  cent 45 

5.  Drop  Tests. — One  axle   selected  from  each  melt,  when  tested  by  the  drop 
test  described  in  paragraph  No.  9,  shall  stand  the  number  of  blows  at  the  height 
specified  in  the  following  table  without  rupture  and  without  exceeding,  as  the  result 
of  the  first  blow,  the  deflection  given.    Any  melt  failing  to  meet  these  requirements 
will  be  rejected : 

ax/e^a^cenfre  Number  of  Height  of  drop.  Deflection. 

Inches.  blows.  Feet.  Inches. 

4i  5  24  8i 

4|  5  26  8± 

5  31*  8 

4f  5  34  8 

5|  5  43  7 

5J  7  43  5£ 

6.  Carbon-steel  and  nickel-steel  driving-wheel  axles  shall  not  be  subject  to  the 
above  drop  test. 

TEST   PIECES   AND   METHODS   OF   TESTING. 

7.  Test  Specimen  for  Tensile  Test. — The  standard  turned  test  specimen,  one- 
half  inch  (1/2")  diameter  and  two  inches  (2")  gauged  length,  shall  be  used  to  deter- 


SPECIFICATIONS  FOR  STEEL  AND  WROUGHT  IRON. 


553 


BRANDING. 

10.  Tires  shall  be  stamped  with  the  maker's  brand  and  number  in  such  a  manner 
that  each  individual  tire  may  be  identified. 

INSPECTION. 

11.  The  inspector  representing  the  purchaser  shall  have  all  reasonable  facilities 
afforded  to  him  by  the  manufacturer  to  satisfy  him  that  the  finished  material  is 
furnished  in  accordance  with  these  specifications.    All  tests  and  inspections  shall  be 
made  at  the  place  of  manufacture  prior  to  shipment. 

Vm.     STEEL    FORCINGS. 

PHYSICAL  PROPERTIES. 

1.  Tensile  Tests. — The  minimum  physical  qualities  required  of  the  different-sized 
forgings  of  each  class  shall  be  as  follows: 


Tensile 

Yield- 

Elonga- 

Contrac- 
lion  of 

Strength. 

point. 

tion  in  2". 

Area. 

Pounds  per 

Per  Cent. 

Square  Inch. 

SOFT  STEEL  OR  LOW  CARBON  STEEL. 

For  solid  or  hollow  forgings,  no  diameter  or  thick- 

58,000 

29,000 

28 

35 

ness  of  section  to  exceed  10". 

CARBON  STEEL  NOT  ANNEALED. 

For  solid  or  hollow  forgings,  no  diameter  or  thick- 

75,000 

37,500 

18 

30 

ness  of  section  to  exceed  10". 

Elastic 

CARBON    STEEL  ANNEALED. 

Limit. 

For  solid  or  hollow  forcings,  no  diameter  or  thick- 

80,000 

40,000 

22 

35 

ness  of  section  to  exceed  10". 

For  s  lid  forgings,  no  diameter  to  exceed  20"  01 

75,000 

37,500 

23 

35 

thickness  of  section  15". 

70,000 

35,000 

24 

30 

For  solid  forgings,  over  20"  diameter. 

CARBON   STEEL,  OIL  TEMPERED." 

For  solid  or  hollow  forgings,  no  diameter  or  thick- 

90,000 

55,000 

20 

45 

ness  of  section  to  exceed  3". 

CARBON  STEEL,  OIL  TEMPERED. 

For  solid  forgings  of  rectangular  sections  not  ex- 

ceeding 6"  in  thickness  or  liollow  forgings,  the  walls 

85,000 

50,000 

22 

45 

of  which  do  not  exceed  6"  in  thickness. 

For  solid  forgings  of  rectangular  sections  not  ex- 

80,000 

45,000 

23 

40 

ceeding  10"  in  thickness  or  hollow  forgings,  the  walls 
of  which  do  not  exceed  10"  in  thickness. 

MICKEL  STEEL  ANNEALED. 

For  solid  or  hollow  forgings,  ro  diameter  or  thick- 

80,000 

50,000 

25 

45 

ness  of  section  to  exceed  10". 

For  solid  forgings,  no  diameter  to  exceed  20"  or 

80,000 

45,000 

25 

45 

thickness  of  section  15". 

80,000 

45,000 

24 

40 

For  solid  forgings,  over  20"  diameter. 

NICKEL  STEEL,  OIL  TEMPERED. 

For  solid  or  hollow  forgings,  no  diameter  or  thick- 

95,000 

65,000 

21 

50 

ness  of  section  to  exceed  3". 

For  solid  forgings  of  rectangular  sections  not  ex- 

ceeding C"  in  thickness  or  hollow  forgings,  the  walls 

90,000 

60,000 

22 

50 

of  which  do  not  exceed  6"  in  thickness. 

For  solid  forgings  of  rectangular  sections  not  ex» 

ceeding   10"  in  thickness  or  holio-v   forgings,   the 

85,000 

55,000 

24 

45 

walls  of  which  do  not  exceed  10"  in  thickness. 

554  APPENDIX. 

BRANDING. 

13.  Each  axle  shall  be  legibly  stamped  with  the  melt  number  and  initials  of  the 
Quaker  at  the  places  marked  on  the  print  or  indicated  by  the  inspector. 

INSPECTION. 

14.  The  inspector  representing  the  purchaser  shall  have  all  reasonable  facilities 
afforded  to  him  by  the  manufacturer  to  satisfy  him  that  the  finished  material  is  fur- 
nished in  accordance  with  these  specifications.     All  tests  and  inspections  shall  be 
made  at  the  place  of  manufacture  prior  to  shipment. 

VII.     STEEL   TIRES. 

PROCESS   OF   MANUFACTURE. 

1.  Steel  for  tires  may  be  made  by  either  the  open-hearth  or  the  crucible  process. 

CHEMICAL    PROPERTIES. 

2.  There  will  be  three  classes  of  steel  tires  which  shall  conform  to  the  following 
limits  in  chemical  composition  : 

Passenger  Freight  Engine  Switching 

Engines.  and  Car  Wheels.  Engines. 

Per  Cent.  Per  Cent.  Per  Cent. 

Manganese  shall  not  exceed 0.80  0.80  0.80 

Silicon  shall  not  be  less  than...  0.20  0.20  0.20 

Phosphorus  shall  not  exceed 0.05  0.05  0.05 

Sulphur  shall  not  exceed 0.05  0.05  0.05 

PHYSICAL   PROPERTIES. 

3.  Tensile  Tests. — The  minimum  physical  qualities  required  in  each  of  the  three 
classes  of  steel  tires  shall  be  as  follows: 

Passenger        Freight  Engine      Switching1 
Engines.         and  Car  Wheels.      Engines. 

Tensile  strength,  pounds  per  square  inch 190,000  110,000  120,000 

Elongation,  per  cent  in  two  inches 12  10  8 

4.  Drop  Tests. — In  the  event  of  the  contract  calling  for  a  drop  test,  a  test  tire 
from  each  melt  will  be  furnished  at  the  purchaser's  expense,  provided  it  meets  the 
requirements.     This  test  tire  shall  stand  the  drop  test  described  in  paragraph  No.  7, 
without  breaking  or  cracking,    and   shall  show   a  minimum    deflection   equal  to 
jy1  -r-  (40 T1  +  2D),  the  letter  I)   being  internal  diameter  and  the  letter  T  thick- 
ness of  tire  at  centre  of  tread. 

TEST   PIECES   AND   METHODS   ON   TESTING. 

5.  Test  Specimen  for  Tensile  Tests.— The  standard  turned  test  specimen,  one- 
half  inch  (1/2")  diameter  and  two  inches  (2")  gauged  length,  shall  be  used  to  deter- 
mine the  physical  properties  specified  in  paragraph  No.  3.     It  is  shown  in  Fig.  639. 

6.  Location  of  Tensile  Specimens.— When  the  drop  specimen  is  specified,  this 
test  specimen  shall  be  cut  cold  from  the  tested  tire  at  the  point  least  affected  by  the 
drop  test.     If  the  diameter  of  the  tire  is  such  that  the  whole  circumference  of  the 
tire  is  seriously  affected  by  the  drop  test,  or  if  no  drop  test  is  required,  the  test 
specimen  shall  be  forged  from  a  test  ingot  cast  when  pouring  the  melt,  the  test  ingot 
receiving,  as  nearly  as  possible,  the  same  proportion  of  reduction  as  the  ingots  from 
which  the  tires  are  made. 

7.  Drop  Test  Described. — The  test  tire  shall  be  placed  vertically  under  the  drop, 
in  a  running  position,  on  a  solid  foundation  of  at  least  ten  tons  in  weight  and  sub- 
jected to  successive  blows  from  a  tup  weighing  2240  pounds,  falling  from  increasing 
heights  until  the  required  deflection  is  obtained. 

8.  Sample   for  Chemical  Analysis. — Turnings  from  the   tensile  specimen,  or 
drillings  from  the  small  test  ingot,  or  turnings  from  the  tire,  if  preferred  by  the 
inspector,  shall  be  used  to  determine  whether  the  melt  is  within  the  limits  of  chemical 
composition  specified  in  paragraph  No.  2. 

FINISH. 

9.  AH  nres  shall  be  free  from  cracks,  flaws,  or  other  injurious  imperfections,  and 
shall  conform  to  dimensions  shown  on  drawings  furnished  by  the  purchaser. 


SPECIFICATIONS  FOR  STEEL  AND  WROUGHT  IRON.  535 

mine  the  physical  properties  specified  in  paragraph  No.  4.     It  is  shown  in  the  fol* 
lowing  sketch  : 


FIG.  639. — SHORT  FOKXI  OF  STANDARD  TENSION-TEST  SPECIMEN. 

8.  Number  and  Location  of  Tensile  Specimens. — For  driving  axles  one  longi- 
tndinal  test  specimen  shall  be  cut  from  one  axle  of  each  melt.     The  centre  of  this 
test  specimen  shall  be  half-way  between  the  centre  and  outside  of  the  axle.         * 

9.  Drop  Test  Described. — The  points  of  supports  on  which  the  axle  rests  during 
tests  must  be  three  feet  apart  from  centre  to  centre ;  the  tup  must  weigh  1640 
pounds;  the  anvil,  which  is  supported  on  the  springs,  must  weigh  17,500  pounds  ; 
it  must  be  free  to  move  in  a  vertical  direction  ;  the  springs  upon  which  it  rests  must 
be  twelve  in  number,  of  the  kind  described  on  drawing,  and  the  radius  of  supports 
and  of  the  striking  face  on  the  tup  in  the  direction  of  the  axis  of  the  axle  must  be 
five  inches  (5").     "When  an  axlo  is  tested  it  must  be  so  placed  in  the  machine  that 
the  tup  will  strike  it  midway  between  the  ends,  and  it  must  be  turned  over  after 
the  first  and  third  blows,  and,  when  required,  after  the  fifth  blow.     To  measure  the 
deflection  after  the  first  blow,  prepare  a  straight-edge  as  long  as  the  axle,  by  rein- 
forcing it  on  one  side,  equally  at  each  end,  so  that  when  it  is  laid  on  the  axle  the 
reinforced  parts  will  rest  on  the  collars  or  ends  of  the  axle,  and  the  balance  of  the 
straight-edge  not  touch  the  axle  at  any  place.     Next,  place  the  axle  in  position  for 
test,  lay  the  straight-edge  on  it,  and  measure  the  distance  from  the  straight-edge  to 
the  axle,  at  the  middle  point  of  the  latter.     Then,  after  the  first  blow,  place  the 
straight-edge  on  the  now  bent  axle  in  the  same  manner  as  before,  and  measure  the 
distance  from  it  to  that  side  of  the  axle  next  to  the  straight-edge,  at  the  point  far- 
thest away  from  the  latter.     The  difference  between  the  two  measurements  is  the 
deflection.    The  report  of  the  drop  test  shall  state  the  atmospheric  temperature  at 
the  time  the  tests  were  made. 

10.  Yield-point. — The  yield-point  specified  in  paragraph  No.  4  shall  be  deter- 
mined by  the  careful  observation  of  the  drop  of  the  beam,  or  halt  in  the  gauge  of 
the  testing  machine. 

11.  Sample  for  Chemical  Analysis. — Turnings  from  the  tensile-test  specimen  of 
driving  axles,  or  drillings  taken  midway  between  the  centre  and  outside  of  car, 
engine,  and  tender-truck  axles,  or  drillings  from  the  same  test  ingot  if  preferred  by 
the  inspector,  shall  be  used  to  determine  whether  the  melt  is  within  the  limits  of 
chemical  composition  specified  in  paragraph  No.  2. 

FINISH. 

12.  Axles  shall  conform  in  sizes,  shapes,  and  limiting  weights  to  the  requirements 
given  on  the  order  or  print  sent  with  it.     They  shall  be  made  and  finished  in  a 
workmanlike  manner,  and  shall  be  free  from  all   injurious  cracks,  seams,  or  flaws. 
In  centring,  sixty-  (60-)  degree  centres  must  be  used,  with  clearance  given  at  the 
point  to  avoid  dulling  the  shop-lathe  centres. 


656 


APPENDIX. 


PROCESS   OF   MANUFACTURE. 

2.  Steel  for  forgings  may  be  made  by  the  open-hearth,  crucible,  or  Bessemer 
process. 

CHEMICAL  PROPERTIES. 

£.  There  will  be  four  classes  of  steel  forgings,  which  shall  conform  to  the  following 
HmitL  in  chemical  composition  : 


Forcings  of 
Soft  or  Low 
Carbon  Steel. 
Per  Cent. 

Forgings  of 
Carbon  Steel 
Not  Annealed. 
Per  Cent 

Forgings  of 
Carbon  Steel, 
Oil-tempered 
or  Annealed. 
Per  Cent. 

Forgings  of 
Nickel  Steel, 
Oil-tempered 
or  Annealed. 
Per  Cent. 

Phosphorus  shall  not  exceed  .... 
Sulphur                      "                 .... 
Nickel 

0.10 
0.10 

0.06 
0.06 

0.04 
0.04 

( 

0.04 
0.04 
3-00-4.00 

4.  Beading  Test. — A  specimen  one  ineh  by  one-half  inch  (!''  x   1/2")  shall  bend 
cold  at  180°  without  fracture  on  outside  of  bent  portion,  as  follows: 

Around  a  diameter  of  1/2"  for  forgings  of  soft  steel. 

Around  a  diameter  of  1^"  for  forgings  of  carbon  steel  not  annealed. 

Around  a  diameter  of  1£"  for  forgings  of  carbon  steel  annealed,  if  20"  in  diameter 
or  over. 

Around  a  diameter  of  1"  for  forgings  of  carbon  steel  annealed,  if  under  20" 
diameter. 

Around  a  diameter  of  1"  for  forgings  of  carbon  steel  oil- tempered. 

Around  a  diameter  of  1/2"  for  forgings  of  nickel  steel  annealed. 

Around  a  diameter  of  1"  for  forgings  of  nickel  steel  oil-tempered. 

TEST   PIECES   AND   METHODS  OF  TESTING. 

5.  Test  Specimen  for  Tensile  Test. — The  standard  turned  test  specimen,  one-half 
inch  (1/2")  diameter  and  two  inches  (2")  gauged  length,  shall  be  used  to  determine 
the  physical  properties  specified  in  paragraph  No.  3.     It  is  shown  in  Fig.  639. 

6.  Number  and  Location  of  Tensile  Specimens. — The  number  and  location  of 
test  specimens  to  be  taken  from  a  melt,  blow,  or  a  forging  shall  depend  upon  its 
character  and  importance  and  must  therefore  be  regulated   by  individual  cases. 
The  test  specimens  shall  be  cut  cold  from  the  forging  or  full-sized  prolongation  of 
same  parallel  to  the  axis  of  the  forging  and  half-way  between  the  centre  and  outside, 
the  specimens  to  be  longitudinal,  i.e.,  the  length  of  the  specimen  to  correspond  with 
the  direction  in  which  the  metal  is  most  drawn  out  or  worked.    "When  forgings  have 
large  ends  or  collars,  th«  twt  *pecimens  shall  be  taken  from  a  prolongation  of  the 
same  diameter  or  section  *s  that  of  tie  forging  back  of  the  large  end  or  collar.     In 
the  case  of  hollow  shafting,  either  forged  or  bored,  the  specimen  shall  be  taken 
within  the  finished  section  prolonged,  half-way  between  the  inner  and  outer  surface 
of  the  wall  of  the  forging. 

7.  Test  Specimen  for  Bending. — The  specimen  for  bending  test  one  inch  by 
one-half  inch  (1"  x  1/2")  shall  be  cut  as  specified  in  paragraph  No.  6.     The  bending 
test  may  be  made  by  pressure  or  by  blows. 

8.  Yield-point. — The  yield-point  specified  in  paragraph  No.  3  shall  be  determined 
by  the  careful  observation  of  the  drop  of  the  beam,  or  halt  in  the  gauge  of  the  testing 
machine. 

9.  Elastic  Limit. — The  elastic  limit  specified  in  paragraph  No.  3  shall  be  deter- 
mined by  means  of  an  extensometer,  which  is  to  be  attached  to  the  test  specimen  in 
such   manner  as  to  show  the  change  in  rate  of  extension  under  uniform  rate  of 
loading,  and  will  be  taken  at  that  point  where  the  proportionality  changes. 

10.  Sample  for  Chemical  Analysis. — Turnings  from  the  tensile  specimen  or 
drillings  from  the  bending  specimen  or  drillings   from   the   small  test  ingot,   if 
preferred  by  the  inspector,  shall  be  used  to  determine  whether  or  not  the  steel  is 
within  the  limits  in  chemical  composition  specified  in  paragraph  No.  2. 


INDEX. 


PACK 

Abandonment  of  contract  98,  291, 

390 

Acceptance,  implied   16 

Action,  right  of 53 

removal  of  statutory  bar 

to 55 

Advertisements 58 

information      embodied 

in 58 

theory  of   58 

examples  of 62,  358 

Agreement 13 

failure  of,  by  mistake. .     16 
to  take  less  than  is  due    25 

Alteration  of  contracts 37 

Appliances,  suitable  ....  81,  383 

who  must  furnish 367 

Arbitration  of  disputes 112 

Architects's  services,  specifi- 
cations for 496 

Assent,  mutual 13 

qualified 15 

Assignment  of  contract.  .97,  291 
Authority  of  engineer  ...  85,  268 
Belts,  leather  driving,  speci- 
fications for 245 

Bidders,  instructions  to  ....     65 

Bids,  rejection  of 61 

Boilers,  water  tubular,  com- 
plete    specifications 

for 296 

Bond,  proposal  74 

indemnity 510 

contract 295,  508 

combined  with  specifica- 
tions and  contract..  265 
Bonus  and  discount  based  on 

tests 292 

Breach  of  contract  48 

Bridge    masonry,     specifica- 
tions for 157 

Bridge  renewals,  preliminary 

surveys  for 511 

Bridges  and  viaducts  of  iron 
and   steel,   complete 
specifications     for     433, 
459 


Bridging,  pile  and  trestle, 
specifications  for 

Building,  Astor  hotel,  com- 
plete specifications 
for  steel  construc- 
tion of 

Cancellation  of  contract    99, 
Cast  iron,  specifications  for 
Cement    concrete,    specifica- 
tions for  . .  138,  333, 
Cement     mortar,     specifica- 
tions for    136,  305, 

Cement  testing,  specifica- 
tions for 

Chains,  specifications  for... 
Changes  in  plans    106,  270, 

Classification,         engineer's, 

final  and  conclusive 

Coffer-dams,       specifications 

for 

Competency    of    parties    to 

contract 

of  individuals 3, 

in     governmental    rela- 
tions   

of  corporations 

of  agents   

Completed  work,  examina- 
tion of 

Completion,  time  of    80,  290, 

cleaning  up  after 101, 

Commencement  of  work    80, 

Condemned  material,  re- 
moval of 101, 

Condensers  and  pumps,  spec- 
ifications for 

Consideration 

adequacy  of  

Contract  and  bond  com- 
bined with  specifica- 
tions   ...... 

Contract  bond 


238, 
353 


391 
291 
219 

375 

333, 
375 

515 
234 
365, 
383 

85 
132 

3 

381 

3 
4 
5 

103 
363 
382 
290, 
363 

367 

411 
23 
24 


265 
433 


558 


INDEX. 


Contractor  not  released   by 

subcontracts    97 

Contractors, 

relations  to  each  other. .  102 
to     keep    foreman    and 

plans  on  the  ground  103 

definition  of Ill,  364 

not  released  by  subcon- 
tracts       97 

to  furnish  working  plans  270 
Contracts, 

essential  elements  of  ...  1 
two  general  classes  of  . .  2 
In  breach  of  statute  law  8 
opposed  to  public  policy  10 
which  refer  to  arbitra- 
tion    11 

misrepresentation  in  ...  18 
Invalidity  of,  through 

fraud 18 

through  duress  ....     22 
through  undue  influ- 
ence       22 

classes  of  28 

parol,  oral  and  written     29 

assignment 30 

notice  of,  necessary    31 

construction  of 31 

technical  terms  in. .     32 
rules    of     construc- 
tion       33 

subsequent  changes  in.     36 

illegal    8 

breach  of  48 

manner  of  letting 67 

involving    specific    per- 
formance   71,  296 

including     maintenance 

clauses 72 

abondonment  of 98 

cancellation  of   99 

Interpreted  by  engineer  106 

subject  to  change   106 

documents  composing  . .  Ill 
meaning  understood  ...  112 
let  as  a  whole  or  in 

parts 68 

let  for  a  fixed  sum 69 

let  in  specified  units  ...     69 
specific  performance  re- 
quired       71 

to  include  maintenance.     72 

for  work  only 72 

subletting 382 

Damages     for     nonperform- 

ance 49,  290 

Cor  delay 94,  291 


PAGE 

Damages — con. 

distinction  between  liq- 
uidated damages 

and  penalties 50 

determination  of 87 

Dams,  earthen,  specifications 

for 130 

coffer,  specifications  for  132 
stone,   specifications  for 

masonry  for 151 

Boston  water  works, 
complete  specifica- 
tions for 358 

Delay,  damages  for 94,  291 

Difficulties,  unforeseen 94 

Discharge  of  contracts 39 

by  agreement 40 

by  performance   41 

by  payment 43 

by  tender  43 

by  operation  of  law 45 

by  breach  45 

Disputes,  settlement  of 108 

Drainage,  provision  for 102 

Drawings 394 

Duty  trials  of  pumping  en- 
gines   287 

Earthen  dam,   specifications 

for 130 

Earthwork,        specifications 

for 122,  345 

Economizers,  steam 413 

Electrical    distribution    cir- 
cuits,   specifications 

for 259 

Electric      lighting     station, 

specifications  for  . .  254 
Electric  railway  construction  404 

machinery  for 404 

motors  for 418 

Engineer  as  arbitrator 12,  394 

definition  of Ill 

authority   of     85,    268,    364, 
365,  382 
Engine     house,     complete 

specifications  for  . .  304 
Engines  for  electric  railway  404 

Estimate,  final 84,  85,  293 

Estimates,  monthly 82 

provisions  for  inquiring 

into  correctness  of.     83 
percentage  reserved   ...     84 
Examination    of    completed 

work 103 

Excavation,        specifications 

for 122,  346,  369 


INDEX. 


559 


Excavation — con. 

boring    to    determine 

character  of 366 

Excavations  under  water. . .  126 

rock 371 

specifications  for  meas- 
uring quantities  ex- 
cavated . . .  128,  348,  371 

Expert  witness 535 

Explosives 372 

Extra  work 109,  383,  395 

Faults  to  be  corrected. .  .104,  381 
Filter     gravel     and     sand, 

specifications  for  . .  494 

Final  estimates 84,  85,  293 

Finished  work,  protection  of    94 

Foundation  work  352,  372 

Frauds,  statute  of 34 

General  clauses  in  specifica- 
tions    78 

use    of    in    engineering 

specifications    113 

General  specifications  for  en- 
gineering work 121 

Grading,    specifications    for  122, 
123.  345 

Gravel  for  filters,  specifica- 
tions for 494 

Guarantee,  the 60 

Hotel  building,  Astor,  com- 
plete specifications 
for  steel  construc- 
tion (1895)  391 

Hours   of  labor,   limited   to 

eight 295 

Illegal  subject-matter 8 

Immoral  acts 9 

Indemnity  bond 510 

Instructions  to  bidders 65 

Leather  driving  belts,  speci- 
fications for 245 

Legal  rights  waived 27 

Lettings,  division  of  work. .   •  67 
let   as    a    whole    or    in 

parts 68 

let  for  a  fixed  sum  or  per 

specified  units 69 

8  p  e  c  i  fi  c    performance 

under 71 

including  maintenance. .     72 

for  the  work  only 72 

Levees,  specifications  for  . . .  355 
Lumber,  rules  of  grading  by 
Southern       Lumber 
Manufacturers'     As- 
sociation   204 


Lumber — con. 

general  rule  for  classify 

ing 205,  311 

rules  for  grading  finish- 
ing    207 

rules  for  grading  rough  209 
"thoroughly      seasoned" 

specifications  for  . .  218 
Masonry,     stone,     specifica- 
tions for... 145,  306,  349, 
377,  378 

brick 351,  376 

specifications     for,     for  . 

stone  dam 151,  373 

Material,      condemned,      re- 
moval of 101,  381 

Meaning  understood  112 

Measurements,       engineer's, 

final  and  conclusive    85, 
268 

Measurements      not      guar- 
anteed to  be  correct  105 

Monthly  estimates 83 

Nonperformance,       damages 

for 49,  290 

Offers,  qualified 15 

Overhead    construction     for 

electric  railway  427,  432 

Painting  of  machinery 286 

Patents,    protection    against 

claims   for  use   of      96, 
291 

Pavement,  brick,  specifica- 
tions for 163 

asphaltum,  specifica- 
tions for 166 

asphalt,       specifications 

for 171 

granite,       specifications 

for 173 

Paving 163,  377 

Paving  brick  tests,  specifica- 
tions for 161 

Payments,  monthly 82 

final  84 

at  specified  stages  of  the 

work 293 

of  employees 385 

Performance, 

specific 52 

on  conditional  promises    41 

impossibility  of 43 

damages  for  imperfect. .     51 
Pile  and  trestle  bridging  238,  353 

Piling-sheet 372 

Plastering 376 


560 


INDEX. 


PAGE 

Preliminary     estimates     of 
quantities  not  guar- 
anteed to  be  correct  105 
Preliminary      surveys      for 

bridge  renewals   . . .   511 
Preservation  of  ties,  specifi- 
cations for 485 

Progress,  rate  of 80,  290 

Property  and  lives,  protec- 
tion of 95,  292,  382 

Proposals,  blank  forms  of . . .     66 

example  of 72,  360 

Proposal  bond 74 

Protection  of  finished  work     94, 

286 

of  property  and  lives  95,  292, 
382 
against  claims  for  use  of 

patents  96,  291 

Protective  work,  specifica- 
tions for  133 

Public  traffic,  provision  for  103 
Pumping     engines      (St. 
Louis),  contract  and 
specifications  for  . .  266 
Pumps,    waterworks,    to    be 
operated    by    water 
power,  specifications 

for 247 

Pumps  and  condensers 411 

Pump  well,  specifications  for  249 
Railway   road-bed,   specifica- 
tions for  345 

Recovery  for  imperfect  per- 
formance    51 

Rejection  of  bids 61 

Remedies  for  breach  of  con- 
tract    48 

damages      for      nonper- 

formance 49 

liquidated  damages  and 

penalties 50 

recovery    for    imperfect 

or  incompleted  work    51 
Remedy  of  party  defrauded     21 
Repairs,    reserving    percent- 
age of  cost  for  ....     84 

specifications  for 289 

Riprap  377 

Rules,  for  grading  lumber  by 
Southern  Lumber 
Manufacturers'  As- 
sociation   204 

for  classifying  lumber. .  205 
for     grading     finishing 

lumber    207 


PAGE 

Rules — con. 

for  grading  rough  lum- 
ber    209 

Sand    for    filters,    specifica- 
tions for 494 

Sewer  pipe,  specifications  for  183 
Sewers,  brick  and  tile,  speci- 
fications for 178 

Sewers,     tile,     specifications 

for  laying 186 

Sidewalks,  granitoid,  specifi- 
cations for 174 

Specifications, 

essential  features  of  ...  .115 

accompanying    complete 

detail  plans 119 

accompanying      general 

plan  only 120 

unaccompanied  by  plans, 

or  general 121 

Specifications,      engineering 

defined 76 

classes  of  76 

general    and    specific 

clauses 77 

Specifications,        general 

clauses  in 78 

time  of  commencement, 
rate  of  progress,  and 
time  of  completion 
of  the  work 80 

as  to  the  character  of 
the  workmen  to  be 
employed 80 

suitable  appliances  to  be 

used 81 

monthly  estimates  of 
work  done  and  pay- 
ments to  be  made..  82 

provision  for  inquiring 
into  the  correctness 
of  the  monthly  esti- 
mates    83 

•  reserving  a  certain  per- 
centage as  a  repair 
fund  for  a  stated 
period  after  comple- 
tion    84 

conditions    of   the    final 

estimate 84 

engineer's  measure- 
ments  and  classifica- 
tions final  and  con- 
clusive    85 

determination  of  dam- 
ages sustained  by 
failure  to  complete 


INDEX. 


561 


Specifications — con. 

the  work  within  the 
time  agreed  upon  or 
as  extended  87 

the  discharge  of  unpaid 
claims  of  workmen 
and  materialmen  ..  92 

no  claims  for  damages 
on  account  of  sus- 
pension of  work. ...  93 

no  claims  for  damages 
on  account  of  delay  94 

no  claims  on  account  of 
unforseen  d  i  ffi  c  u  1- 
ties 94 

protection     of     finished 

work 94 

protection    of    property 

and  lives 95 

protection  against 
claims  for  the  use  of 
patents 96 

assignment  of  contract.     97 

contractor   not   released 

by  subcontracts   ...     97 

Abandonment  of  contract    98 

cancellation  of  contract 
for  default  of  con- 
tractor    99 

workmen's  quarters  and 
other  temporary 
buildings  100 

cleaning  up  after  com- 
pletion   101 

removal  of  condemned 
material 101 

relations  to  other  con- 
tractors   102 

provision  for  drainage..  102 

provision    for    public 

traffic 103 

contractor  to  keep  fore- 
man or  head  work- 
man, and  also  copy 
of  plans  and  specifl- 
cations  on  the 
ground '.  103 

cost  of  examination  of 
completed  work  . . .  103 

faults  to  be  corrected  at 
any  time  before 
final  acceptance  . . .  104 

surveys,  measurements, 
and  estimates  of 
quantities  not  guar- 
anteed to  be  correct  105 

the  contract   subject  to 

36 


pie* 
Specifications — con. 

interpretation  and 
change  by  the  engi- 
neer   106 

settlement  of  disputes..  108 

extra  work 108 

definition  of  "Engineer" 

and  "Contractor"   ..lit, 
267.  356 
documents       composing 

the  contract Ill 

meaning  understood  ...  112 
Specifications,   technical 
clauses     in     earth- 
work,    excavation 

and  grading 122 

grading 123 

excavations  under  water  126 
for  measuring  quantities 
excavated  under  wa- 
ter  by   weight   and 

displacement     128 

earthen  dam  130 

coffer  dams 132,  328 

protective  work 133 

cement  mortar  136 

cement  concrete. . . .  138,  328 

stone 143 

stone  masonry 145 

stone  masonry  for  large 

stone  dam  151 

bridge  masonry 157 

paving  brick  tests 161 

brick  pavement 163 

asphaltum  pavement  . . .  166 

asphalt  pavement 171 

granite  pavement 173 

granitoid  sidewalk 174 

brick  and  tile  sewers  . .  178 

sewer  pipe 183 

laying  sewer  pipe  186 

manufacture  and  deliv- 
ery of  cast  iron  wa- 
ter pipe 190 

laying  water  pipe 198 

stop  valves 200 

rules    of    the    Southern 
Lumber     Manufact- 
urers' Association..  204 
general  rules  for  classi- 
fying lumber 205 

rules  for  grading  finish- 
ing lumber 207 

rules  for  grading  com- 
mon boards  and 

rough  lumber 209 

standard  dimensions  of 


562 


INDEX. 


Specifications — con. 

the   Southern   Lum- 
ber   Manufacturers' 

Association    211 

"thoroughly      seasoned" 

lumber 218 

cast  iron 219 

cast  iron  water-pipe  ....221 
riveted   steel   water-pipe  225 

wooden  stave-pipe  232 

wrought  iron  chains  . . .  234 
material  and  workman- 
ship     of     a     steel 

stand-pipe    235 

pile  and  trestle  bridging  238 
steam  plant  for  a  small 

electric  light  station  240 
leather  driving  belts  ...  245 
pumps  to  be  operated  by 

water  power 247 

pump  well 249 

turbine  water  wheels  . .  252 
electric  lighting  station 

in  small  city 254 

electrical        distribution 
circuits     for     light 

and  power  259 

Specifications,  complete  con- 
tract and  bond  com- 
bined     in      one      docu- 
ment    265 

large    pumping    engines 

(St.  Louis)    266 

water     tubular     boilers 

and  settings 296 

engine  house 304 

railroad  concrete  work. .  328 

railway  road-bed  345 

levees    to    confine    flood 

waters  356 

dam  No.  5,  Boston  water 

works,  1893   358 

steel  construction  of  As- 

tor  hotel,  1895 391 

electric      railway      con- 
struction   404 

engines 404 

boilers 409 

condensers  and  pump  . .  411 

economizers 413 

electric  generators 414 

electric  motors 418 

electric  railway 422,  429 

highway  bridges 433 

railroad  bridges 459 

preservation  of  ties  ....  485 
filter  gravel  and  sand..  494 


Specifications — con. 

architects'  services  ....  496 

cement  testing  515 

steel  and  wrought  iron.  541 
form    of    contract   bond 

or  surety 508 

form  of  indemnity  bond  510 

Specific  performance 52,  293 

Stand-pipe,    steel,    specifica- 
tions for 235 

Statute  of  frauds 34 

agreements    not    to    be 
performed     in     one 

year 35 

when  value  is  more  than 

$50 35 

Steam    plant,    specifications 
for     small     electric 

light  station   240 

Steel,     structural     specifica- 
tions for 541 

Steel   construction   of  Astor 
hotel  building,  New 

York,  1895  391 

complete     specifications 

for 541 

Stone,  specifications  for 143 

Stone     dam,     specifications 

for  masonry  for  . . .   151 

Subject-matter,  illegal  8 

Surveys  for  bridge  renewals  511 
Surveys  not  guaranteed  to  be 

correct 105 

Suspension  of  work 93,  294 

Tests, 

of  cements 515 

of  steel 222,  542 

of  paving  brick 161 

of  pumping  engines  ....  287 

of  boilers   303 

Ties,   specifications  for  pre- 
serving       435 

Tile,     sewer,     specifications 

for 186 

Track  construction  for  elec- 
tric railway  . . .  422,  429 

Trestles,  timber 238,  353 

Unpaid  claims,  discharge  of    92 
Valves,    stop,    specifications 

for   200 

Viaducts  and  bridges  of  iron 
and   steel,   complete 
specifications     for  433, 
459 
Water     pipe,     specifications 

for  ...  190,  221,  225,  232 


INDEX. 


563 


Water     pipe,     specifications 

for  laying 198 

Water  wheels,  turbine 252 

Water  works,  complete  speci- 
fications for  dam 
No.  5,  Boston  wa- 
terworks   358 

Waiver  of  legal  rights  ...  27, 112 
Well,     pump,     specifications 

for 249 

Wooden  stave-pipe,  specifica- 
tions for 232 


Work,    general    description 

of  366,  367 

suspension  of 93,  294 

Workmanship   301 

Workmen,  character  of. .  80,  381 

Workmen's  quarters 100 

Wrought  iron,  specifications 

for 541 

Wrought  iron  chain,  specifi- 
cations for 234 


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